
SCHOOL OF MINES 

AND METALLURGY 

* ' 

UNIVERSITY OF MISSOURI 


BULLETIN 

FEBRUARY, 1917 


TECHNICAL SERIES 


A PRELIMINARY REPORT ON BLENDED 

PORTLAND CEMENT 


ROLLA, MO. 
1917 


Entered as Second-Class Matter November 29, 1911, at the Post-Office at Rolla, Missouri, under the Act 

of July, 18, 1894. Issued Quarterly. 










THE EXPERIMENT STATION 


Officers of the Station 


Albert Ross Hill, Ph. D., LL. D., 
Austin D. McRae, S. D., 

Guy Henry Cox, Ph. D., E. M., 
Carroll Ralph Forbes, E. M., 
Victor Hugo Gottschalk, M. S., - 

Horace Tharp Mann, E. M. f 
Martin Harmon Thornberry, B. S., 
Floyd Dixie James, - 
Howell Smith Clark 


President of the University 
Director 

Geology and Mineralogy 
Mining 
Chemistry 

Metallurgy and Oie Dressing 
Desearch Assistant 
Desearch Assistant 
Station Assistant 


The Experiment Station was established June 1, 1909. 

It is the object of the Station to conduct such original 
researches or to verify such experiments as relate to the 
properties and uses of mineral products; to investigate the 
engineering problems connected with the mineral industry, 
the economic methods of mining and the preparation of 
mineral products, the methods of preventing waste of the 
mineral resources and the methods of preventing accidents 
in mines, mills, and smelters; to assist in improving the con¬ 
ditions surrounding the labor in mines, mills, and smelters; 
and such other researches or experiments as bear directly 
upon the application of mining and metallurgical engineer¬ 
ing to the mineral industry of the State of Missouri. 


Any resident of the State may on request obtain bulle¬ 
tins as issued, or if particularly interested, may be placed 
on the regular mailing list. Correspondence regarding these 
bulletins or the work of the Station may be addressed to the 
Director, Mining Experiment Station, Rolla, Missouri. 





LIBRARY 


©NL?ED STATES 

DEPARTMENT of agriculture 

O co 

CO 


&£.....sxh 



8—1577 


SCHOOL OF MINES 
AND METALLURGY 

UNIVERSITY OF MISSOURI 



A PRELIMINARY REPORT ON BLENDED 

PORTLAND CEMENT 




BY 


EDGAR S. McCANDLISS, C. E., 

*•* * 

Assistant Professor of Civil Engineering 




^<y r v 

(J cS ',' 6 , 


ROLLA, MO. 
If 17 








CUT OF CEMENT LAB. 






























1490 


O 

* 


DEPARTMENT OF CIVIL ENGINEERING 


Elmo Golightly Harris 
Edgar Scott McCandliss 
R. Stewart Lillard 
Byron Lee Ashdown* 

Edgar Carl Burkhart* 
Theodore Christian Gerber* 
Clarence Edward Bardsley| 
Ray Otto ShriverI 
Leslie Carlisle Skeen| 


Professor 

Assistant Professor 
Instructor 
Student Assistant 
Student Assistant 
Student Assistant 
Student Assistant 
Student Assistant 
Student Assistant 


COMMITTEE ON PUBLICATIONS 


J. W. Barley H. L. Wheeler 


F. P, Daniels 


*1915-10 
t J 916-17 




CONTENTS 


Page 

Introduction . 5 

Calcareous Cements . 6 

Purpose . 9 

Scope of Tests . 9 

Materials . 10 

Procedure . 10 

Results of Test 

A—Neat Cement in Tension . 12 

B—Cement Mortar in Tension . 20 

C—Neat Cement in Compression. 26 

D—Cement Mortar in Compression . 36 

E—Normal Consistency . 44 

F—Time of Setting . 44 

G—Constancy of Volume . 46 

H—Fineness and Sieve Analysis . 46 

I —Chemical Analysis and Specific Gravity . 51 

Summary . 51 

Conclusions . 52 

Tabulated Observations—Appendix. 

Table A Results of Tests of Neat Cement in Tension 

Table B Results of Tests of Mortar in Tension 

Table C Results of Tests of Neat and Mortar in Com¬ 
pression 

Table Ci Results of Tests of Neat in Compression 

Table C 2 Results of Tests of Neat in Compression 

Table C 3 Results of Tests of Neat in Compression 

Table C 4 Results of Tests of Neat in Compression 
Table C 5 Results of Tests of Mortar in Compression 

Table Cg Results of Tests of Mortar in Compression 

Table C 7 Results of Tests of Mortar in Compression 

Table Cs Results of Tests of Mortar in Compression 

Table D Time of Setting and Normal Consistency 
Table E Fineness and Sieve Analysis 




















BULLETIN 

OF THE 

School of Mines and Metallurgy 

UNIVERSITY OF MISSOURI 

TECHNICAL SERIES 

Vol. Ill FEBRUARY, 1917 No. 3 


INTRODUCTION 

In the fall of 1913 in conjunction with the regular class- 
work in the cement testing laboratory of the Missouri School 
of Mines, the author undertook the study of the behavior of 
sand-blended cements. The results obtained were some¬ 
what surprising, but owing to the limited facilities for carry¬ 
ing on the work, extended investigations were not made at 
that time. But in 1915 with the installation of the present 
well equipped laboratory for the testing of materials, it be¬ 
came feasible to carry out experimentation along more ex¬ 
tensive lines. One of the problems to receive attention was 
the continued study of sand-blended cements. 

The questions taken up were: 

1. Can Portland Cement be blended with sand to pro¬ 
duce a sand-blended cement having the same general physi¬ 
cal properties as Portland Cement? 

2. What amount of sand can be blended with Portland 
Cement without materially impairing the strength of the 
blended mixture? 

3. In grinding cement clinker, does introducing sand 
with the clinker in a tube or ball mill facilitate fine grinding? 

About three thousand test specimens for tension and com¬ 
pression have been prepared. In order that differences due 
to personal equation might not affect the results all of these 
specimens were prepared by the author. It was planned to 
have the tests extend over a period of two years. The work 
was started in the fall of 1915 and will be completed in the 
summer of 1918. This Bulletin gives the tests made on 
question 1 during the first year. The results of tests on 
questions 2 and 3 for one year will be completed in October, 

1917. 




6 


MISSOURI SCHOOL OF MINES 


The author takes pleasure in thanking the various ce¬ 
ment companies for their co-operation in supplying the 
cement for these investigations. He is indebted to Mr. H. 
A. Buehler, Director of the Missouri Bureau of Mines and 
Geology, for his assistance and advice, and to Messrs. B. L. 
Ashdown, E. C. Burkhart, C. E. Bardsley, and T. C. Gerber, 
students in civil engineering at the Missouri School of 
Mines, for their cheerful assistance. 

CALCAREOUS CEMENTS 

The term cement has been applied: To any substance 
or composition which at one temperature or one degree of 
moisture is plastic and at another is tenacious; to adhesive 
mixtures employed to unite objects or parts of objects; to 
any material, capable of adhering to and uniting into a co¬ 
herent mass, fragments of a substance not in itself adhe¬ 
sive; to any substance which by hardening causes objects 
between which it is applied to adhere firmly; to a tenacious 
infusible substance; to an adhesive or viscous substance; in 
general to any substance capable of uniting or tending to 
unite particles of matter into a compact whole. Lutes, glues, 
solders, gums, putty, mucilage, plasters, limes, hydraulic 
cements, and similar substances are all comprehended in 
this definition. Such a definition embraces a large variety 
of substances which differ one from another in composition, 
behavior, and importance, and have but few characteristics 
in common. Because of this, the term cement has become 
more or less generally restricted to the designation of that 
.group of adhesives which is employed in the construction of 
engineering works. Cements of this kind bear a chemical 
relationship to each other, consisting as they do of mixtures 
which contain compounds of lime as their principal ingredi¬ 
ent, in consequence whereof they are termed calcareous ce¬ 
ments. Of these the most important by far is Portland 
Cement. 

Portland Cement is a composition, the principal con¬ 
stituents of which are compounds of lime and clay. The 
abundance of these substances in nature, and the usefulness 
and cheapness of the cement combine to make it a universal 
material of construction. 

The manufacture of Portland Cement is a highly specia¬ 
lized art, but in general it may be briefly outlined as fol¬ 
lows : The clay and the lime are artificially mixed in pre¬ 
determined proportions depending upon the purity of the 
materials. This mixture is reduced by grinding to a fine 
powder and the product roasted at a high temperature. This 


MISSOURI SCHOOL OF MINKS 


7 


1 oast in g causes the powder to undergo chemical and physi¬ 
cal changes and the result is a semi-vitrified clinker. This 
clinker is commonly adjudged to be inert, or devoid of the 
properties of cements, but when reduced to an extremely 
fine powder the finest particles possess the property of 
cements. Hence, in general, Portland Cement may be de¬ 
fined as the material obtained by finely pulverizing the 
clinker produced by calcining to incipient vitrifaction an 
intimate artificial admixture of properly proportioned argil¬ 
laceous and calcareous substances. 

Why it is that the particles of the cement clinker are 
inert when of appreciable size and those of inappreciable 
size are active, has never been conclusively determined. 
Nor has the exact size or upper limits in size of the active 
particles been ascertained. It has, however, been conclu¬ 
sively demonstrated that any particle which will not pass 
through a standard No. 200 screen has no cementing prop¬ 
erties and also that such particles as do pass through this 
screen are not necessarily active, but that a considerable 
percentage of it is practically inert. The present standard 
specifications for fineness of Portland Cement permit of 
22% by weight to be retained on a standard No. 200 sieve. 
Hence it follows that commercial Portland Cement is a 
material composed of both active and inert particles, the 
latter being inactive on account of their physical coarse¬ 
ness and their amount being a large percentage of the ce¬ 
ment. The desirability of continuing the grinding to re¬ 
duce this percentage of inactive clinker has been a much 
discussed problem. But since the apparent increase in 
strength in the cement is not in proportion to the increased 
cost of manufacture, and also since the physical behavior of 
the cement so changes with continued grinding that it sets 
more rapidly, it appears that the economic limit of grind¬ 
ing cement clinker has been reached. On the other hand, 
the very fact that these inert particles are present in the 
cement in large amounts and that they are in reality dor¬ 
mant cement, needing only the energy to break them down 
to bring out their latent cementing qualities, suggests the 
presence of a considerable economic waste. If it is neces¬ 
sary to maintain the present graduation in the size of the 
particles in order to control the behavior of the cement, it 
is quite possible that some other substance less expensive 
than cement clinker can be used for the large size particles. 
In other words, if it is necessary to have these inert parti¬ 
cles present in the cement, there are other inert substances 
in nature, which might be used as a substitute for the inert 


MISSOUKI SCHOOL OF MINES 


S 

clinker particles in case the substitution could be made, 
thus permitting the further reduction of the clinker into 
active cement. It is assumed that such a substitution can 
be accomplished and it is here proposed to study the effect 
of such a procedure. 

The product obtained by mixing Portland Cement with 
some other finer pulverized substance in a dry condition be¬ 
fore being used in mortar or concrete, is commonly termed 
“blended cement.” The substance which is mixed with the 
Portland Cement is designated the “blending material, or 
the blend.” This latter may be either entirely inactive as 
a cement or may possess cementing qualities. 

The blending of Portland Cement is no innovation as 
the practice probably made its first appearance in the early 
nineties. But, owing to the rapid development of the Port¬ 
land Cement industry with the accompanying reduction in 
the cost of the product, the practice has been largely dis¬ 
continued. These cements were manufactured in general 
by merely mixing the ingredients, Portland Cement and 
the blend, in a ball or tube mill, no especial effort being 
made to continue the grinding of the cement. This pro¬ 
duct was marketed under various trade names such as 
“silica cement,” “sand cement,” “tufa cement,” etc., the 
name depending largely upon the nature of the blending 
material used. While these cements have no importance in 
present construction as a general proposition, still the 
economic advantages derived from such methods have not 
passed into absolute obscurity. Several noteworthy in¬ 
stances might be cited where large constructions have been 
carried on in which blended cement has been used with 
satisfaction, whereby considerable economies have been ef¬ 
fected. Among the more recent and important of these are 
the works of the U. S. Reclamation Service and the Los 
Angeles Aqueduct Commission. In these undertakings the 
justification for using blended cements has been based 
largely upon the excessive transportation charges due to 
the remoteness of the projects from industrial centers. 
While this condition existed, it is unfortunate that thereby 
the inference has been given that otherwise blended ce¬ 
ments would not have been used, for it is quite possible that 
in creating this impression an injustice has been done to a 
worthy practice. The theory has also been advanced that 
only materials containing active or colloidal silica are suit¬ 
able for blending Portland Cement. This, of course, ex¬ 
cludes quartz sand, and here again it is possible that an 
erroneous notion is conveyed, for, although it is not pro- 


MISSOURI SCHOOL OF MINES 


9 


posed to discuss the relative merits of quartz sand as a 
blend, yet an endeavor will he made to show that it can be 
used satisfactorily for this purpose. 

PURPOSE 

The purpose of this investigation was to study the 
physical behavior of blended cement of which the blending 
material v T as quartz sand. It was proposed to manufacture 
the blended cements in such a way. as to approach as near 
as possible the same range in gradation in size of the parti¬ 
cles, as occurs in the original Portland Cement. In other 
words, it was proposed to remove from the Portland Cement 
a large portion of the inert particles by screening, and for 
these inert particles to substitute other inert particles of 
about the same in size. No accurate means were devised 
for determining the precise amount of the particles removed 
from the Portland Cement, and therefore several combina¬ 
tions were used which it was thought would give sufficient 
range to obtain a satisfactory comparison. The end desired 
was to ascertain whether it is essential in Portland Cement, 
in order to maintain its present physical characteristics, to 
have unpulverized clinker for the coarser particles or 
whether a fine sand would serve the purpose equally well, 
sand being used because of its having no cementing tend¬ 
encies and its being abundant in nature. 

SCOPE OF TESTS 

The data included in this Bulletin was obtained from 
testing three commercial Portland Cements and twelve 
blended cements. For convenience, the tests are grouped 
in three series, namely, A, B, and C. 

Series A comprises the tests of Atlas Portland Cement 
and four blended cements of this brand. These blended ce¬ 
ments are composed (1) of such a portion of the Portland 
Cement as easily passes No. 200 sieve, and (2) quartz sand, 
all of which has passed a No. 65 sieve, and about seventeen 
per cent of which has passed a standard No. 200 sieve. 
These blended cements, for convenience of identification, 
are designated A l0 , A 20 , A 30 and A 40 , the numerals indicat¬ 
ing the percentage of weight of sand present in the blended 
cement. 

Series B comprises the tests of Lehigh Portland Ce¬ 
ment and four blended cements of this brand. The compo¬ 
sition of these .blended cements is similar to that of series 
A and they are designated similarly as B 10 , B 20 , B 30 , and B 40 . 

Series C comprises the tests of Red Ring Portland Ce- 


]0 


MISSOURI SCHOOL OF MINES 


ment and four blended cements of this brand. The compo¬ 
sition of these blended cements is as before, and they are 
designated as C 10 , C 20 , C 30 , C 40 . 

Thus it is seen that the three series are identical 
except the Portland Cements used are different. Chemi¬ 
cal analyses were made of each of the materials 
and the usual physical determinations were made 
of each of the commercial and blended cements. In addi¬ 
tion test specimens for neat and mortar tension and com¬ 
pression were made to cover a two years’ period of testing. 
The results of these tests, but only for the period of one 
year, are given complete in this Bulletin. 

MATERIALS 

In selecting the materials for use, an effort was made 
to choose such brands of Portland Cement as would give 
some range in the character of the component raw ingredi¬ 
ents. The basic composition of the Atlas Portland Cement 
is Mississippian limestone and Pennsylvanian shale; that 
of the Lehigh Portland is hard Mitchell (Mississippian) 
limestone and shale; and of the Red Ring Portland, Mis- 
sippian limestone, Pennsylvanian shale, together with Loess 
clay. There is no especial difference in the methods used 
in manufacturing these cements. 

The blending material used was a natural quartz sand 
from Ottawa, Illinois. It was supplied by the Ottawa Silica 
Company and is marketed under the trade name of “Band¬ 
ing Sand.” This sand is quite fine but well graded and 
with but slight sifting, as has been noted, was found to 
conform closely in gradation to that of the coarser par¬ 
ticles in the Portland Cement, and was therefore a suitable 
substitute for them in making the blended cement. 

For mortar specimens, standard Ottawa sand was used. 

Each of these materials was received at the laboratory 
in good condition and stored in suitable containers. The 
respective Portland Cements were each passed through a 
No. 20 sieve before storing to insure uniformity throughout 
the samples. 

PROCEDURE 

The physical tests made were as follows: (a) Neat 
tension, (b) mortar tension (c) neat compression, (d) mor¬ 
tar compression, (e) normal consistency, (f) time of setting, 

(g) constancy of volume (normal and accelerated tests), 

(h) fineness and sieve analysis and (i) specific gravity. The 
methods for testing cement recommended by the American 


MISSOURI SCHOOL OF MINES 


11 


Society of Civil Engineers (See Transactions Vol. 75) were 
followed but with the following exceptions: A sieve analy¬ 
sis was made of each of the cements. The percentage of 
water used in making mortar specimens was increased one 
per cent above the recommended values. Sufficient speci¬ 
mens for neat and mortar tension and compression were 
made to permit of making tests at intervals up to and in¬ 
cluding two years, the average of three breaks constitut¬ 
ing a test. As has been stated above, the two-year tests 
have not been made, in consecpience the results are com¬ 
plete over only a period of one year. 

Compressive test specimens were cylinders two inches 
in diameter and two inches high. They were made in 
wooden moulds which had been especially prepared for the 
purpose. These moulds were twelve inches long, four inches 
wide, and two inches high, and were made in two sections. 
The sections were held together with dowels and bolts and 
were provided with three two-inch holes symmetrically 
placed on the axis of the block. Poplar wood was used, 
and the moulds were finished and painted and, as an added 
precaution against absorption of the water from the speci¬ 
mens, the moulds were greased with hard engine oil each 
time before being used. The moulds were satisfactory, and 
good specimens were obtained. No tamping device was 
used, all moulds being filled by hand. 

Compression tests were made with two-screw testing 
machine of the Riehle type, having a capacity of 50,000 
pounds. Each specimen upon being removed from the 
storage tank was calibrated and weighed to ascertain the 
relative density. The specimens were at once mounted in 
the machine on a hemispherical bearing plate and imbedded 
in plaster of Paris. After centering the specimen in the 
machine, a light initial load was applied. After the plaster 
had hardened, continuous load was applied, the moving 
head of the testing machine travelling at a rate of about 
.06 inch per minute until failure. The load when first crack 
appeared in the specimen, as well as the ultimate load, was 
recorded. These loads were reduced to unit stresses for 
comparison. 

Each of the blended cements was put through the same 
tests as the Portland Cements except that the chemical 
analyses and specific gravities were computed and not de¬ 
termined experimentally and no determinations for fineness 
or sieve analysis were made. In preparing the blended 
cements each test was prepared separately, only enough of 
the materials being laid out at a time to make three test 


12 


MISSOURI SCHOOL OF MINES 


specimens. The coarse particles were removed from the 
Portland Cements by screening through a standard No. 200 
sieve and those of the banding sand by screening through 
a No. 65 sieve. Enough of each of these materials was then 
weighed out to produce 500 or 1,000 grams of blended ce¬ 
ment in the proportion desired, 500 grams being used in 
making the test specimens for tension and 1,000 grams the 
specimens for compression. The sand and the cement were 
then mixed by passing the mixture successively through a 
No. 35 screen six times. The resulting blended cement was 
uniform in color and had every indication of being well 
combined. It was noted, however, that the materials sep¬ 
arated slightly if the containers were dropped lightly upon 
the table a few times, a fine rim of sand appearing about 
the base of the cone of the cement. Therefore extreme care 
was taken not to disturb the blended cements after they 
were made until they were formed into test specimens. 

RESULTS OF TESTS 

The results of the tests for neat and mortar tension and 
compression are tabulated and appended to this bulletin, 
but for facilitating the interpretation of these data, curve 
sheets have been prepared and these follow: 

(A) Neat Cement in Tension. 

On curve sheet No. 1 are plotted the results obtained 
from tension tests of Atlas Portland Cement “A” and the 
blended cements made from the same. (See Table A, Ap¬ 
pendix.) It will be noted from the curves here shown that 
each of these cements meets the requirements for neat ce¬ 
ment in tension of the standard specifications of the Ameri¬ 
can Society for Testing Materials (1916), which are 175; 
500 and 600 pounds at twenty-four hours, seven days, and 
twenty-eight days respectively. In each case the maximum 
strength is attained within the first twelve weeks. Cement 
A, the Portland Cement, attains the greatest maximum 
strength. For comparison of relative strengths. Table 1 has 
been compiled. It is intended to show in this table the 
relative strengths of the five cements at the various ages of 
testing, the values one to five being assigned to the various 
relative strengths in their order of importance, 1 indicating 
the cement developing maximum strength and 5 indicating 
the one developing the minimum strength at the same period. 


MISSOURI SCHOOL OF MINES 


13 


OTgpi 

Sm+fii 





































































































































































































































































































































































































































































































































































































































































































































































































































































































































































14 


MISSOURI SCHOOL OF MINES 


TABLE I 

RELATIVE STRENGTHS 


Age of 
test in 
weeks 

(24 hr.) 

1 

4 

8 

12 

1 

24 

52 

A 

1 

1 

1 

2 

1 

3 

3 

A 10 

2 

5 

5 

5 

5 

5 

5 

A 20 

5 

2 

4 

4 

3 

4 

4 

A 30 

4 

3 

2 

1 

4 

2 

1 

A 40 

3 

4 

3 

3 

2 

1 

2 


.From Table I it is seen that up to and including twelve 
weeks cement “A” ranges first in point of relative strength. 
A 30 , second; A 40 , third; A 20 , fourth; and A 10 , fifth. Upon 
considering the twenty-four and fifty-two week tests, it is 
seen that A 20 and A 40 rank higher than “A”, A 20 and A 10 
retaining fourth and fifth places respectively. This com¬ 
parison would seem to indicate that within the scope of 
these tests the blended cements A 30 and A 40 are slightly su¬ 
perior to A 20 and A 10 in the tensile strength when used neat. 
From Curve Sheet I blended cement A 40 seems to develop 
the most uniform strength, A 10 the least. From a consid¬ 
eration of early tests, up to twelve weeks, cement “A” 
seems to be slightly superior to any of the blended cements, 
but at greater ages the more highly blended cements have 
equal or superior qualities. 

On Curve Sheet II are plotted the results obtained from 
tests of Lehigh Portland Cement, “B”, and the blended 
cements from the same. (See Table A, Appendix). Each 
of these cements meets the requirements of the standard 
specifications of the American Society for Testing Materials 
(1916). It is to be noted also that in each case the maxi¬ 
mum strength is attained within the first twelve weeks, 
Cement “B” attaining the greatest maximum strength. 
Table II is similar to Table I. 

f 

TABLE II 

RELATIVE STRENGTHS 


Age of 
test in 
weeks 

B~ 

Bio 

B20 

B30 

B40 


(24 hr.) 

3 

1 

2 

5 

4 


1 


1 

3 
2 

4 

5 


4 


2 

4 
1 
3 

5 


8 12 24 52 


1 

2 

5 

3 

4 


13 3 

4 5 4 

2 15 

3 2 1 

5 4 2 








MISSOURI SCHOOL OF MINES 


15 























































































































































































































































































































































































































































































































































































































































































































































































































































































16 


MISSOURI SCHOOL OF MINKS 


From Table II Cement B seems to rank first in relative 
strength up to and including twelve weeks. Over this 
period of time B 20 ranks second, B 10 , third; B 30 , fourth; and 
B 40 , fifth. This relationship is not pronounced, however, 
there being several conflicts. It is quite apparent, however, 
that after twelve weeks B 30 and B 40 increase in relative im¬ 
portance and are equal or superior to B, while B 10 and B 20 
make a relatively less favorable showing. From Curve 
Sheet II it is seen that B 30 develops the most uniform 
strength throughout the entire period of testing. 

On Curve Sheet III are plotted the results obtained 
from testing Red Ring Portland Cement “C" and blended 
cements made from the same, in tension. (See Table A, Ap¬ 
pendix). Each of these cements meets the requirements of 
the standard specifications of the American Society for 
Testing Materials (1916). In each case the maximum 
strength was attained in twelve weeks. Cement “C” at¬ 
tains the greatest maximum strength. Table III is similar 
to Table I. 


TABLE in 

RELATIVE STRENGTHS 


Age of 
test in 
weeks 

(24 hr.) 

1 

4 

8 

12 

24 

52 

C 

1 

1 

1 

1 

1 

3 

3 

Cio 

3 

2 

2 

2 

3 

5 

5 

C20 

2 

3 

4 

5 

2 

4 

4 

C30 

5 

4 

5 

4 

5 

1 

2 

C40 

4 

5 

3 

3 

4 

2 

1 


From Table III it is seen that Cement “C” ranks first 
in relative strength for the first twelve weeks; C 10 , second; 
C 20 , third; C 40 , fourth; and C 30 , fifth. This relationship is 
seen to change, however, as the age increases, C 30 and C 40 
attaining the greatest relative strengths at the periods of 
twenty-four and fifty-two weeks, “C” assuming third place; 
C 10 , fourth ; and C 20 , fifth. Blended cement C 40 is seen to 
develop the most uniform strength throughout the entire 
range of testing. 

On Curve Sheet IV are plotted the results obtained by 
averaging the corresponding tests plotted on Curve Sheets 
I, II, and III. (See Table A “Average of averages,” Ap- 
dendix). From this Curve Sheet it is seen that in each case 
the requirements of the standard specifications of the Ameri¬ 
can Society for Testing Materials (1916) are satisfied. The 





MISSOURI SCHOOL OF MINKS 


17 
























































































































































































































































































































































































































































































































































































































































































































































































































































































































































































18 


MISSOURI SCHOOL OF MINES 


maximum tensile strength is attained in each case in the first 
twelve weeks. The average of the commercial Portland Ce¬ 
ments attains the greatest maximum strength. Table IV is 
similar to Table I. 


TABLE IV 

RELATIVE STRENGTHS 


Age of test 
in weeks 


(24 lirs.) 

1 

4 

8 

12 

24 

52 

A-B-C 


1 

1 

1 

1 

1 

3 

3 

Aio Bio 

C 10 

2 

4 

3 

4 

5 

5 

5 

A 20 Boo 

C 20 

3 

2 

2 

5 

3 

4 

4 

A 30 B 30 

C 30 

5 

3 

3 

2 

2 

1 

1 

A 40 B 40 

C 40 

4 

5 

5 

3 

4 

2 

2 


From Table IV it is seen that the average A, B, C rank 
first in relative strengths during the first twelve weeks ; A 20 , 
B 20 , C 20 and A 30 , B 30 , C 30 second and third respectively; A 10 , 
B 10 , C 10 ranking fourth and A 40 , B 40 , C 40 fifth. With in¬ 
creased ages the relative strengths change, the blended ce¬ 
ments A 30 , B 30 , C 30 assuming first rank; A 40 , B 40 , C 40 , sec¬ 
ond ; A, B, C dropping into third place, A 20 , B 20 , C 20 , fourth; 
and A 10 , B 10 , C 10 fifth. It is noted, however, that these 
changes in relative strengths are not due to increased 
strengths in the cements with 30 and 40 per cent of blend, 
but rather to decreasing strengths in the others. The average 
of the cements with a blend of 45 per cent develops a 
strength at the age of about four weeks This strength it 
retains quite consistently as the age increases during the 
fifty-two weeks of test. The maximum range in variation 
during this period is about 70 pounds or about ten per cent 
of the average strength developed. It is intereting to note 
that the average variation or range in the strengths at the 
successive periods of testing is about 120 pounds. From a 
comparison of Curves A, B, and C from Curve Sheets I, II, 
III, it is seen that the average variation in strength of these 
commercial cements is about 108 pounds. From this obser¬ 
vation, it would seem that had commercial Portland Ce¬ 
ments been tested instead of the blended cements and in all 
other respects had the results been averaged as has been 
done on Curve Sheet IV, there would have been developed 
a variation in the strengths practically as great as shown 
here. In other words there seems to be but little more varia¬ 
tion in the strength shown on Curve Sheet IV than might 
reasonably be expected from that number of commercial 
Portland Cements, and that in the matter of neat cement in 













MISEOURI SCHOOL OF MINES 


19 










































































































































































































































































































































































































































































































































































































































































































































































































































































































20 


MISSOURI SCHOOL OF MINES 

tension within the scope of this investigation the blended 
cements compare favorably with commercial Portland Ce¬ 
ments. 

(B) Cement Mortar in Tension. 

On Curve Sheet V are plotted the results of tests for 
tension of 1 to 3 mortar specimens of Atlas Portland ( ement 
A and blended cements of the same. (See Table B, Appen¬ 
dix). It will be noted that with the exception of Cement A 
each of the cements satisfied the requirements of the stand¬ 
ard specifications of the American Society for Testing Ma¬ 
terials for mortar briquettes in tension, which for 1916 are 
200 and 275 pounds per square inch at the ages of seven and 
twenty-eight days respectively. The specifications for 1917 
require 300 pounds per square inch to be developed at the 
age of twenty-eight days. In each case the maximum 
strength is attained in the first twelve weeks. Cement A 
attains the least maximum strength. Cement A 40 attained 
a strength of about 350 pounds at four weeks and main¬ 
tained tliis strength throughout the remainder of the period. 
The maximum variation after the first four weeks was about 
300 pounds. For the comparison of relative strengths 
Table V has been prepared. It is similar to Table I. 

TABLE V 


RELATIVE STRENGTHS 


Age of test 
in weeks 

1 

4 

8 

12 

24 

52 

A 

5 

5 

5 

5 

5 

5 

Aio 

1 

1 

1 

1 

1 

2 

A 20 

2 

2 

2 

3 

2 

1 

A30 

3 

3 

3 

2 

3 

3 

A40 

4 

4 

4 

4 

4 

4 


From Table V it is seen that in relative strength A in 
ranks first; A 20 , third; A 40 , fourth, while the commercial 
Portland Cement “A" ranks last throughout the entire 
period of testing. 






MISSOURI SCHOOL OF MINES 


21 








































































































































































































































































































































































































































































































































































































































































































































22 MISSOURI SCHOOL OF MIRES 

On Curve Sheet VI are plotted the results of tests for 
tension of 1 to 3 mortar specimens of Lehigh Portland Ce¬ 
ment “B”, and blended cements of the same. (See Table 
B, Appendix). It will be noted that each of these cements 
meets the requirements of the standard specifications of the 
American Society for Testing Materials (1916 or 1917), for 
mortar briquettes in tension. Cements B and B 40 are con¬ 
sidered as conforming with the 1917 specifications at an age 
of one week, with strengths of 197 and 194 pounds per 
square inch, respectively, in view of their showing at the 
age of four weeks. Maximum strengths are attained within 
the first twelve weeks except in the case of B 10 which shows 
a maximum strength at fifty-two weeks. Table VI is similar 
to Table I. 




TABLE VI 

RELATIVE STRENGTHS 


Age of test 
in weeks 

1 

4 

8 

12 

24 

52 

B 

4 

4 

4 

4 

4 

4 

Bio 

1 

1 

1 

1 

1 

1 

B20 

2 

2 

2 

2 

2 

2 

B30 

3 

3 

.3 

3 

3 

3 

B40 

5 

5 

5 

5 

5 

5 


By reference to Table VI it is seen that B 10 easily ranks 
first in relative strength throughout the entire period of 
tension; B 20 , second; B 30 , third; “B”, fourth; and B 40 , fifth. 






MISSOURI SCHOOL OK MINKS 


23 

























































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































24 


MISSOURI SCHOOL OF MINES 


On Curve Sheet VII are plotted the results of the tests 
for tension of 1 to 3 mortar specimens of Red Ring Port¬ 
land Cement “C” and blended cements of the same. (See 
Table B, Appendix). These results seem to be less uniform 
than those shown on the two previous curve sheets. It will 
be noted, however, that each of these cements satisfactorily 
meets the requirements of the standard specifications of the 
American Society for Testing Materials of mortar briquettes 
in tension (1916). In each case the maximum strength is 
attained within the first twelve-week period. Table VII is 
similar to Table V. 


TABLE VII 

RELATIVE STRENGTHS 


Age of test 
in weeks 

1 

4 

8 

12 

24 

52 

c 

4 

2 

3 

1 

2 

3 

Cio 

1 

4 

3 

1 

1 

1 

C 20 

2 

1 

1 

3 

4 

2 

C 30 

3 

5 

2 

4 

3 

4 

C 40 

5 

3 

5 

5 

5 

5 


From Table VII, while it is more difficult to fix relative 
compression strength than in some of the previous cases, it 
is apparent that C 40 should be classified last or fifth in 
strength; C 30 should probably receive fourth place; of the 
remainder, the classification is more difficult and less well 
defined, but the classification suggested places C 10 first, C 20 
second, and C third. It will be noted that this classifica¬ 
tion corresponds to the relative strengths developed at 1, 
12, and 52 weeks, respectively. 






MISSOURI SCHOOL OF MINES 


25 

































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































‘26 


MISSOURI SCHOOL OF MINES 


The values plotted on Curve Sheet VIII represent the 
results obtained by averaging corresponding values from 
those plotted on Curve Sheets V, VI, and VII. (See Table 
B, “Average of averages,” Appendix). The results obtain¬ 
ed from averaging A, B, and C, the three specimens of com¬ 
mercial cement mortar in tension, should represent approxi¬ 
mately the behavior of an average commercial Portland 
Cement. This curve sheet corresponds with Curve Sheet 
IV except that the latter is for neat cement in tension. It 
will be noted here that each of these cements satisfies the 
requirements of the standard specifications of the Ameri¬ 
can Society for Testing Materials (1916) for cement mortar 
in tension. Each of the cements attain maximum strength 
during the first twelve weeks. The differences in strength 
at any age is not radical, 100 pounds being an approximate 
average range in strength. For ascertaining relative 
strengths Table VIII is shown which is similar to Table I. 

TABLE VIII 

RELATIVE STRENGTHS 


Age of test 
in weeks 


1 

4 

8 

12 

24 

52 

ABC 


4 

5 

4 

4 

4 

4 

A 10 Bio 

Cio 

1 

2 

1 

1 

1 

1 

A^o B 20 

C 20 

2 

1 

1 

2 

2 

2 

A 30 B 30 

C 30 

3 

3 

3 

3 

3 

3 

A 40 B 40 

C 40 

5 

4 

5 

5 

5 

5 


Table VIII gives the following classifications: A 10 , B 10 , 
Cio first; A_ 2 q, B 20 , C' 2 o second; A 30 , B 30 , C 30 third; A, B, C 
fourth; and A 40 , B 40 , C 40 fifth, by reference to Curve Sheet 
VIII, it is seen that there is but little difference in strength 
in A, B, C and A 40 , B 40 , C 40 . In the case of cement mortar 
in tension, the results of these investigations show that the 
blended cements are equal or superior to Portland Cement. 
(C) Neat Cement In Compression. 

The results obtained from each cement in compression 
cannot be considered satisfactory in all respects. They are 
apparently inconsistent and contradictory. Tests of a ce¬ 
ment made at different time periods seem to follow no 
general law. In some cases, maximum strengths occur with 







M ISSOI III SCHOOL OF MINF> 


27 

















































































































































































































































































































































































































































































































































































































































































































































































































































































































































28 


MISSOURI SCHOOL OF MINES 


the oldest tests; in others, at the early test periods. The 
cause of this eccentricity in results is not apparent. Ex¬ 
treme care was maintained throughout the entire period of 
experimentation in order to secure uniform conditions, and 
it is felt that all specimens were treated substantially alike. 
If it is characteristic of neat cement in compression to show 
no more uniformity in the results than those here obtained, 
there seem to be no data available to establish the fact. It 
is significant, however, that the results obtained from the 
Portland Cements are no more consistent than those gotten 
from the blended cements, and in no single instance do the 
results obtained show uniformitv of behavior throughout. 
The like blended cements of the three commercial Port¬ 
lands show but slight similarity and the commercial Port¬ 
lands differ one from the other in behavior. The results ob¬ 
tained are submitted without further apology, but it is 
hoped that further experimentation will afford a basis for 
a satisfactory explanation of the behavior of these cements 
in compression. Attention is called to the fact that this is 
not a standard test, and in consequence there is no specifi¬ 
cation to be satisfied, but none of all of these tests, with but 
a single slight exception, falls below the limit of safety for 
most large buildings, that is, 5000 pounds per square inch. 

On Curve Sheet IX are plotted the results obtained 
from testing Atlas Portland Cement “A” and blended ce¬ 
ments of the same in compression (neat). (See Table “C”, 
Appendix). As has been noted, there seems to be no uni¬ 
formity in the behavior of the various curves. Cement “A” 
shows a substantial increase in strength throughout the du¬ 
ration of the test, and it would appear that the maximum 
strength which this cement may attain has not been reached. 
It is probable, though, that the strength which is attained 
at 52 weeks will not be greatly increased at later periods. 
Cement A 10 follows closely that of “A” within the first 24 
weeks, there being but slight preference between them. The 
unusual drop experienced in the 52-week test of A 10 is one 
of. the surprises encountered. A review of the results of 
this 52-week test shows that they have sufficient uniformity 
to warrant their acceptance and renders unnecessary the 
breaking of the two-year specimens at this time for check 
tests. The two-year tests, however, will be matched with 
interest. Cement A 20 develops no unusual characteristics, 
the average results throughout the entire period being fairly 
consistent. The same may be observed of A, 0 . The most 
unusual development in the tests of A 40 seems to be the rela¬ 
tively low strength at 52 weeks. No effort is made at this 


MISSOURI SCHOOL OF MINES 


29 















































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































30 


MISSOURI SCHOOL OF MINES 


time to account for this drop in strength. It is hoped that 
the strength at two years will tend to offset this apparent 
inconsistency. Table IX is similar to the previous tables, 
used in comparing relative strength at the various time-in¬ 
tervals, numerals 1-5 being assigned to the highest and 
lowest strengths. 

TABLE IX 

RELATIVE STRENGTHS 


Age of test 
in weeks 

4 

12 

24 

52 

A 

3 

2 

2 

1 

Aio 

4 

1 

1 

5 

A 20 

1 

3 

4 

2 

O 

CO 

<3 

2 

4 

3 

3 

A 40 

5 

5 

5 

4 


Exclusive of the 52-week tests, A 10 has developed the 
highest average relative strength; A, second; A 20 , third; 
A so , fourth; and A 40 , fifth, although the first four classifica¬ 
tions are not consistently defined. Inclusive of the 52-week 
tests the relative classification gives Cement “A” first 
rank; A 20 , second; A 10 , third; A 30 , fourth; and A 40 , fifth. 

Curve Sheet X is similar to Curve Sheet IX, except 
that the results plotted are for Lehigh Portland Cement 
“B” and blended cements of the same. (See Table C, Ap¬ 
pendix). Here again many inconsistencies seem to exist; 
the tests of Cement “B” show marked variation in strength, 
it having attained a maximum strength at twehve weeks 
wilh an accompanying falling off of about 2500 pounds at 
the 24-week test-period. B 10 develops an unusual strength 
at twelve weeks, but this is not maintained at the later 
periods of testing. This cement develops a very satisfactory 
average strength throughout the period of testing. B„ 0 de¬ 
velops very satisfactory strengths up to and including 24 
weeks; but the 52-week test is unusually low. This 52-week 
test gave results, however, which are sufficiently uniform 
in range to warrant their acceptance and therefore no check 
tests were run. B 30 is similar to B 20 , the average results be¬ 
ing somewhat higher. B 40 seems to give the most consist¬ 
ent results of any of the cements in this series in point of 
louge in strength developed, although its average strength 
is the lowest. The average strength of B 40 is about 6400 
pounds per square inch over the entire period of testing 
Table X is similar to Table IX. 






MISSOURI SCHOL OF MINES 


31 






























































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































32 


MISSOURI SCHOOL OK MINES 


TABLE X 

RELATIVE STRENGTHS 


Age of test 
in weeks 

B 3 

Bio 2 

B20 1 

B30 3 

B40 5 


12 24 50 


2 5 1 

13 2 

3 2 5 

5 13 

4 4 4 


In point of relative strength B 10 seems to rank first. 
Since “B” and B 20 have the same relative strengths during 
the entire period of testing, there is but little preference 
between them for second relative rank. B 30 assumes fourth 
place, and B 40 , fifth; this distinction, however, is not well 
definied; in point of excellence there seems to be but little 
real preference between cements B, B 10 , B 20 , and B 30 . B 40 is 
011 the average probably somewhat inferior in strength to 
the others, but this inferiority is not pronounced. 

Curve Sheet XI is similar to IX, differing only in the 
commercial cements used. The results here plotted are 
those obtained from tests of Red Ring Portland Cement 
“C” and blended cements of the same. (See Table “C”, 
Appendix). Were it not for the high strength attained at 
the 24-week period by Cement C 20 , the curves here shown 
might seem to indicate that the various cements behave in 
a more or less uniform manner. The maximum strength in 
each case was developed at 24 weeks, with an accompany¬ 
ing falling off in strength at the test period of 52 weeks. 

Table XI is similar to Table IX. 

TABLE XI 

RELATIVE STRENGTHS 


Age of test 
in weeks 

4 

12 

24 

52 

C 

4 

1 

3 

2 

C10 

2 

2 

4 

4 

C20 

1 

5 

2 

3 

C .30 

3 

3 

1 

1 

C40 

5 

4 

5 

5 


The above tgble, like the two previous ones, shows so 
much variation that it is problematical whether it has much 
real significance From this table and in conjunction with 






















MISSOURI SCHOOL OF MINES 


33 




































































































































































































































































































































































































































































































































































































































































































































34 


MISSOURI SCHOOL OF MINES 


Curve Sheet XI the following relative classification is made: 
It is seen that cement C 30 is far superior to the other tests 
at the 24 and 52-week periods and is therefore given first 
relative rank. There is but little choice between C, C 10 , and 
C 20 , but should a distinction be made it is probable that 
“C” should receive second place, C 20 , third; and C 10 , 
fourth. C 40 ranks fifth in relative importance. 

Curve Sheet XII is similar to Curve Sheet VIII in that 
the results plotted are the average of the three brands of 
commercial cement and the averages of the corresponding 
blended cements. (See Table “C” “Average of averages,’’ 
Appendix). This sheet shows the average results of neat 
cements in compression and is intended to represent such 
results as may be expected from an average Portland Ce¬ 
ment and blended cements from the same. Here, as with 
the results which have been averaged, inconsistencies ap¬ 
pear, but in less degree than these have been previously 
noted to occur. From averaging the results from testing 
commercial cements A, B, and C, it is seen that the strength 
increases satisfactorily up to the 24-week period, after 
which there is a falling off in strength. This is not exces¬ 
sive, however, and a complete recovery is noted at the 52- 
week test-period. In averaging the results of tests of A 10 * 
Bio? C 10 an unusual increase is noted up to the 12-week 
period of testing. The succeeding tests, however, fall off 
very markedly, the strength at 52 weeks being considerably 
lower than that at 24. The averages obtained from A 20 , B 20 , 
and C 20 show rather high strengths at four weeks. This 
characteristic has been noted in each of the separate 20 per 
cent blended cements. This high strength is not maintained 
at the twelve-week test-period, although the falling off is 
not excessive, the unit stress being about 500 pounds; a re¬ 
covery is noted at 24 weeks with an accompanying falling 
off at the 52-week test-period. It may be said that the 
average strength throughout the entire period of testing of 
this average cement is suite satisfactory and uniform. The 
results obtained from averaging the A 30 , B 30 , and C 30 give 
a curve which is not unusual, there is a consistent increase 
in strength up to and including 24 weeks with a subsequent 
reduction in strength at 52 weeks. This reduction is not 
excessive and a further increase may be expected at the 
age of two years. The results of the two years tests will be 
watched with interest. The average results of A 40 , B 40 , C 40 
give a curve which is quite similar to A 30 , B 30 , C 30 , the re¬ 
sults obtained at any period of testing, however, being some¬ 
what lower. The relative comparison of strengths is inter- 


MISSOURI SCHOOL OF MINES 


35 





















































































































































































































































































































































































































































































































































































































































































































































































































































































































































































36 


MISSOURI SCHOOL OF MINES 


esting. This is afforded by a study of Table XII, which is 
similar to the other tables of relative strength previously 
alluded to. 


TABLE XII 

RELATIVE STRENGTHS 


Age of test 
in weeks 

4 

12 

24 

52 

ABC 

3 

2 

4 

1 

Aio Bio Cio 

4 

1 

2 

4 

A-20 B l > 0 C20 

1 

3 

2 

3 

A30 B30 C30 

9 

LA 

4 

1 

2 

A40 B40 C40 

5 

5 

5 

5 


By reference to the above table and Curve Sheet XII, 
the following relative comparison is made. In reverse 
order it is noted that the average of cements A 40 , B 40 , C 40 is 
consistently lowest in strength and therefore is classified 
fifth. Due to the falling off in strength at the 24 and 52- 
week periods, the average of cements A 10 , B 10 , C 10 is given 
fourth rank in relative importance. Of the three remain¬ 
ing averages, there is scarcely sufficient variation in 
strengths to warrant relative differentiation. The averages 
of the 30 per cent blended cements show a slight increase 
over the 20 per cent averages, the falling off in strength at 
the 12-week period is against the latter, and the greater 
strength developed in the former at the later periods may 
warrant the average of A 30 , B 30 , C 30 being classified ahead 
of the average of A 20 , B 20 , C 20 . No effort is made to differ¬ 
entiate between the average results of A, B, C, and A 3rt , 

p p 

V -' 30 - 

It should be noted throughout these tests in compres¬ 
sion that while irregularities occur they are not confined 
to the blended cements. The Portland Cements manifest 
eccentricities difficult to explain. The results were not all 
that was expected, but if they have been interpreted aright 
they indicate that the blended cements compare faborably 
with the Portland Cements in tests for neat compression. 
(D) Cement Mortar in Compression. 

The American Society for Testing Materials, in the re¬ 
vision of standard specifications and tests for Portland Ce¬ 
ment, proposed the addition of a test which has not hitherto 
been required, namely, a test for compressive strength of 
Portland Cement mortar. (See proceedings of the Ameri¬ 
can Society for Testing Materials Vol. 16, page 590.) It is 






MISSOURI SCHOOL OF MINES 


37 




















































































































































































































































































































































































































































































































































































































































































































































































































































































































38 


MISSOURI SCHOOL OF MINES 


proposed that the average strength in pounds per square 
inch of not less than three standard test pieces composed of 
one part of cement and three parts of sand, by weight, shall 
be equal to or greater than 1200 pounds per square inch at 
the age of seven days and 2000 pounds per square inch at 
the age of 28 days, the specimens having been stored one 
day in moist air the remaining time in water. It is proposed 
that the test pieces be cylinders 2 inches in diameter and 4 
inches high. The results herein reported differ from the 
above suggestions only in the method of manufacture and 
in the height of cylinders. The specimens used were 2 
inches high instead of 4 inches, as recommended. It should 
be noted that these specimens were prepared before the 
appearance of the tentative revisions of the American So¬ 
ciety for Testing Materials. No tests were made at seven 

days. 

«/ 

On Curve Sheet XIII are plotted the results obtained 
from testing mortar speciments of Atlas Portland Cement 
“A" and blended cements of the same. (See Table “C” 
Appendix). The strengths obtained increased consistently 
during the first 12 weeks and with but one exception, (A 40 ), 
atained strengths greater than 2000 pounds per square 
inch at 28 days (the proposed requirements as noted 
above. With the exception of A 10 all cements at¬ 
tain their maximum strength at 12 weeks, A 10 attain- 
taining it at 24 weeks. A relative comparison in strength 
is afforded by Table XIII, which is similar to the previous 
tables. 


TABLE XIII 

RELATIVE STRENGTHS 


Age of test 
in weeks 

4 

8 

12 

24 

A 

1 

1 

2 

1 

Aio 

2 

3 

1 

O 

o 

A-20 

3 

2 

3 

1 

A-30 

4 

4 

4 

4 

A-40 

5 

5 

5 

5 


Cement “A” seems to have attained the highest rela¬ 
tive strength throughout the period of testing although 
after the 12 week tests this classification is not so pro¬ 
nounced. There is but little choice between A 10 and A 20 
and these are easily superior to A 30 and A t0 , the latter re¬ 
ceiving fourth and fifth places respectively in relative 
strengths. 









MISSOURI SCHOOL OF MINES 


39 








































































































































































































































































































































































































































































































































































































































































































































40 


MISSOURI SCHOOL OF MINES 


Curve Sheet XIV is similar to Curve Sheet XIII, the re¬ 
sults plotted being attained from compressive tests of mor¬ 
tar specimens of Lehigh Portland Cement lt B and blend¬ 
ed cements of the same. (See Table “C” Appendix). The 
results shown, with the exception of Cement B 40 satisfy the 
proposed requirements, as has been previously noted, of the 
American Society for Testing Materials at 28 days. There 
is not quite the same consistency in results here as is shown 
on Curve Sheet XIII. Cement “B” shows a loss in strength 
at 12 weeks. This loss is not excessive and is overcome as 
shown in the 24 and 52-week tests. Cement B 10 shows 
rather more uniform results than does A 10 and the strengths 
attained average somewhat higher. The curve B 20 attains 
the highest strength at 12 weeks with an accompanying 
falling off at 24. The maximum strength, however, is at¬ 
tained at 52 weeks, the average strength of this cement 
throughout the entire period of testing is quite high, being 
about 3100 pounds per square inch. A consistent increase 
in strength is shown in the results of B., 0 , up to 24 weeks 
when the maximum strength is attained. The loss at 52 
weeks, however, is not excessive nor unusual. Cement B 40 
shows rather lower strengths at all periods of testing than 
do the other cements, the curve is quite uniform, however, 
and is probably quite representative of cement mortars 
having such high percentages of blending material in the 
cement. Table XIV is similar to Table XIII. 


TABLE XIV 

RELATIVE STRENGTHS 


Age of test 
in weeks 

4 

12 

24 

52 

B 

1 

2 

1 

2 

Bio 

2 

1 

1 

1 

B 20 

3 

3 

4 

3 

B 30 

4 

4 

3 

4 

B 40 

5 

5 

5 

5 


A study of the above table in conjunction with Curve 
Sheet XIV shows but little choice between Cements “B” 
and B 10 , but a slight preference at the early periods of test¬ 
ing for the former seems to be warranted. At the later 
periods, however, the preference is reversed. In conse¬ 
quence, the following classification is given: Cement B 10 
ranks first; “B”, second; B 20 , third; B 30 , fourth; and B. 0 , 
fifth. 







MISSOURI SCHOOL OF MINES 


41 
















































































































































































































































































































































































































































































































































































































































































































































































42 


MISSOURI SCHOOL OF MINES 


Curve Sheet XV shows the plotted results of mortar 
compression tests of Red Ring Portland Cement “C” and 
the blended cements of the same. (See Table “C”, Ap¬ 
pendix). 

A wide range in the results obtained in this series of 
tests characterizes this curve sheet. The values obtained 
by Cement “C” are uniformly high; those by C 40 are low; 
the difference in strength averages about 2300 pounds per 
square inch throughout the entire period of testing. It is 
felt that this range is probably excessive. Separately, the 
curves may be considered quite satisfactory. Curve ”C ? 
attaining a maximum strength at twelve weeks with a re¬ 
duction at 24, followed by a gain at 52 weeks. Curve C 10 
consistently increases in strength to a maximum at 24 
weeks with a slight reduction in strength at 52 weeks. 
Curve C 20 is similar to Curve “C” in outline; the strengths 
developed in the former range about two-thirds of those of 
the latter. The results of testing C 30 give a curve which is 
in no sense unusual, a consistent increase in strength being 
noted up to twenty-four weeks with a slight falling off in 
the 52-week test. Curve C 40 is consistently lower in 
strengths than the other curves. Table XV is similar to 
the previous tables of relative strengths. 

TABLE XV 

RELATIVE STRENGTHS 


Age of test 
in weeks 

4 

12 

24 

52 


C 

1 

1 

1 

1 


Cio 

2 

2 

2 

2 


C20 

3 

3 

4 

3 


C30 

4 

4 

3 

4 


C40 

5 

5 

5 

5 



The above table shows an easy comparison of relative 
strengths, the strengths decreasing as the blending material 
increases. The mortar from the commercial Portland Ce¬ 
ment ranks higher in strength throughout the entire period 
of testing. 

The results obtained from averaging the corresponding 
tests of the three previous curve sheets are plotted on Curve 
Sheet XVI. (See Table “C”, “Average of averages,” 
Appendix). 

It will be noted that the results of tests of mortar speci¬ 
mens from the 40 per cent blended cements are relatively 
low, falling below the requirements of the proposed speeifi- 








MISSOURI SCHOOL OK MIMES 


43 






















































































































































































































































































































































































































































































































































































































































































































44 


MISSOURI SCHOOL OF MINKS 


cations of the American Society for Testing* Material. Re¬ 
sults from the tests of the 30 per cent blended cements re¬ 
veal higher strengths than those of the 40 per cent but in 
this case the requirements of the proposed specifications of 
the American Society for Testing Materials are not satis¬ 
fied, the strengths being about 60 pounds per square inch 
less than the requirements at 28 days. The results from 
the 10 and 20 per cent blended cement mortars are well 
within the specifications referred to and are quite satis¬ 
factory in strength throughout the entire period of testing. 
A relative comparison is made from Curve Sheet XVI. Here 
is it easily seen that the strengths developed throughout 
the entire period of testing vary inversely with the amount 
of blending material used in an almost direct ratio. 

(E) Normal Consistency. 

The amount of water required to bring the various 
cement pastes to normal consistency is plotted on Curve 
Sheet XVII. (See Table D, Appendix). As would be ex¬ 
pected, the amount of water increases rapidly from that 
required for Portland Cement to that required for the 10 
per cent blended cement. For, as has been previously 
stated, the latter carries a higher percentage of the ex¬ 
tremely fine Portland Cement than does the former, and in 
consequence should demand more water if the same degree 
of hydration is to take place. As the percentage of the 
blending material increases, the amount of water required 
should decrease and this assumption is clearly shown to be 
correct by the accompanying curve sheet. 

It was assumed in preparing the blended cements that 
about 30 per cent of the Portland Cement was removed, that 
which was retained on a No. 200 sieve being at least that 
amount. The sifting was not continued to the extent that 
would be required in a test for fineness. It is not unusual, 
then, that the 30 per cent blended cement requires approxi¬ 
mately the same amount of water for normal consistency 
as the Portland Cement. As the percentage of water re¬ 
quired for normal consistency for mortar specimens was 
obtained from the standard conversion tables of the specifi¬ 
cations of the United States Government for Portland Ce¬ 
ment mortar, the characteristics noted above apply also to 
mortar as well as to cement paste. 

(F) Time of Setting. 

The time required to produce initial and final setting 
was determined with the Vicat apparatus, and is shown 
plotted on Curve Sheets XVIII and XIX, respectively. It 
is tabulated in Table D of appendix. It is significant that 


MISSOURI SCHOOL OF MINKS 


45 
































































































































































































































































































































































































































































































































































































































































































































































46 


MISSOURI SCHOOL OF MINES 


the time of setting is less in a case of the 10 per cent blend¬ 
ed cements than with the Portland Cements. As the per¬ 
centage of blending material increases, the time of setting 
increases until, when a blending material of between 20 and 
30 per cent has been used, the time of setting of the blended 
cement is equal to that of the Portland Cement. The 40 
per cent blended cements are somewhat slower in setting 
than the Portland Cements. 

(G) Constancy of Volume. 

The usual tests, normal and accelerated, for the determ¬ 
inations of soundness were made. The standard methods 
suggested by the American Society of Civil Engineers were 
followed in these tests. The specimens were observed for 
periods of one year and in every instance the standard 
specifications were fulfilled. Each of the specimens re¬ 
mained true and sound throughout this entire period. 

(H) Fineness and Sieve Analysis. 

The curves of sieve analysis shown on Sheet XX were 
plotted from the data compiled in Table “D" (Appendix). 
It will be noted that the fineness of these Portland Cements 
easily satisfied the specifications of the American Society 
for Testing Materials and that there was but little differ¬ 
ence in the gradation of the size of particles, cements A and 
B having almost identical curves of sieve analysis. The 
banding sand is shown to be well graded between the No. 
65 and No. 200 sieves, this portion of the curve comparing 
favorably with the same portion of the Portland Cement 
curves. By combining this cement and sand, as has been 
previously indicated, that is, by using only that portion of 
the cement passing the No. 200 sieve and that portion of 
the sand passing the No. 65 sieve, a combined curve can be 
obtained which is quite similar to the Portland Cement 
curves. Curve Sheet XXI, therefore, has been prepared 
showing the gradation of the Portland Cement after the 
removal of the coarse particles (those retained upon a No. 
200 sieve) and of the banding sand after the removal of 
particles larger than the No. 65 sieve openings. The com¬ 
binations of these are shown as combined curves and are 
typical of the gradation of the blended cements. It will be 
noted here that the blended cement containing 30 per cent 
of sand has a gradation in size of particles almost identical 
with that of the Portland Cements. The data plotted on 
Curve Sheet XXI were computed but it is thought that they 
should reasonably approximate experimentally derived 
data. 


MISSOURI SCHOOL OF MINES 


A 7 




















































































































































































































































































































































































































































































































































































































































































































































































































































































































48 


MISSOURI SCHOOL OF MINES 


















































































































































































































































































































































































































































































































































































































































































































































































































































































































MISSOURI SCHOOL OF MINES 


49 









































































































































































































































































































































































































































































































































































































































































































































































































































































































































































50 


MISSOURI SCHOOL OF MINES 












































































































































































































































































































































































































































































































































































































MISSOURI SCHOOL OF MINES 


51 


(I) Chemical Analysis and Specific Gravity. 

The chemical analyses recorded in Table XVI are partly 
laboratory determinations and partly determinations ar¬ 
rived at by computation. The three commercial Portland 
Cements and the Banding Sand were analyzed by Mr. R. P. 
Rinker, Chemist for the Missouri Bureau of Geology and 
Mines, through the courtesy of Mr. H. A. Buehler, Director. 
Analyses were furnished by the various cement companies. 
The results obtained by Mr. Rinker and those furnished by 
the cement companies are so nearly identical that only those 
of the former are shown. The analyses of the various 
blended cements are the results of combining the analysis, 
of the banding sand with the analysis of the Portland Ce¬ 
ment blended in the ratio of the combination, sand to 
cement. 

SUMMARY 

In summarizing the foregoing, the following observa¬ 
tions have been noted: 

(A) Neat Cement in Tension. 

Portland Cement and blended cements gain in strength 
at approximately the same rate. 

Portland Cement develops slightly greater strength at 
early periods of testing than does a blended cement. 

At 24 and 52 weeks the 30 and 40 per cent blended 
cements are equal in strength to the Portland Cement, the 
10 and 20 per cent blended cements showing to slightly 
less advantage. 

(B) Cement Mortar In Tension. 

The rate of gain in strength in Portland Cement mortar 
and blended cement mortar is approximately the same. 

Within the scope of this investigation Portland Cement 
mortar is not superior in strength to blended cement mortar. 

When the amount of blending material used does not 
exceed 30 per cent, blended cement mortar develops greater 
strength than does Portland Cement mortar. 

(C) Neat Cement In Compression 

The results obtained are unsatisfactory, owing to lack 
of uniformity. 

When the amount of blending material used does not 
exceed 30 per cent, the relative strength of the blended ce¬ 
ments compares favorably with that of commercial Port¬ 
land Cement. 

(D) Cement Mortar In Compression. 

Within the scope of these tests Portland Cement mor- 


52 


MISSOURI SCHOOL OF MINES 


tar develops greater strength than does blended cement 
mortar. 

The strength of mortar varies inversely with the 
amount of blending material used. 

When the amount of blending material does not ex¬ 
ceed about 30 per cent, such blended cement mortar may 
be expected to pass satisfactorily the proposed specifica¬ 
tions of the American Society for Testing Materials. 

Note:—It seems unusual that the results obtained from 
testing cement mortars in tension are so contradictory to 
those obtained from testing similar cement mortars in com¬ 
pression; the former favoring the blended cements, while 
the latter show the Portland Cements to be superior in 
strength. 

(E) Normal Consistency. 

Within the scope of this investigation, Portland Ce¬ 
ments differ in normal consistency within narrow limits. 

The normal consistency of blended cements varies in¬ 
versely with the amount of the blending material used. 

(F) Time of Setting. 

Within the scope of this investigation, Portland Ce¬ 
ments differ in time of setting within wide limits. 

Blended cements, having more than 20 per cent of 
blending material, seem to develop initial and final setting 
more slowly than do the Portland Cements of which they 
are composed. 

Blended cements, having not to exceed 40 per cent of 
blending material, satisfy the requirements of the present 
standard specifications for the time of setting of Portland 
Cements. 

(G) Constancy of Volume. 

Blended cements, having not to exceed 40 per cent of 
blending material, satisfactorily meet the present standard 
specifications of Portland Cements for soundness. 

(H) Fineness and Sieve Analysis. 

Of the blended cements, those containing 30 per cent 
of sand most nearly approximate the Portland Cements in 
fineness and gradation of size of particles. 

CONCLUSIONS 

Portland Cements, of a fineness sufficient to pass a No. 
200 sieve, may be blended as much as 40 per cent, by weight, 
with quartz sand, the latter of a fineness sufficient to pass 
a No. 65 sieve but not fine enough to permit of more than 
20 per cent to pass a No. 200 sieve, and the resulting blend- 


MISSOURI SCHOOL OF MINES 


53 


ed cement will satisfactorily pass the requirements of the^ 
present standard specifications for Portland Cement of the 
American Society for Testing Materials. 

Quartz sand is a satisfactory substitute for the inert 
clinker particles in Portland Cement in maintaining the 
present physical characteristics of the latter, when used in 
amounts not to exceed 30 per cent, by weight. 

Note: It is obviously impracticable to manufacture 

blended cements commercially in a manner followed in this 
investigation. It is thought to be feasible, however, to ac¬ 
complish this end by incorporating the sand in the cement 
just prior to final grinding. Such procedure, it is thought, 
would have several advantages over the methods used here. 
It is thought that the reduction of the cement clinker in 
fineness much in qxcess of that attained at present would 
result and also that a more thorough mixing of the sand 
and cement would be accomplished than by any other 
method. With a. view of ascertaining to what extent these 
assumptions are correct and also to what extent the blend¬ 
ing of Portland Cement with quartz sand may be carried, 
an investigation has been started in which the Portland 
Cement is mixed with the sand in a tube mill and the grind¬ 
ing continued until a high percentage of the cement clinker 
is reduced to cement. The results of this investigation will 
appear in a subsequent bulletin. 



CHEMICAL ANALYSIS AND SPECIFIC GRAVITY 
Analysis of Cements 


Cement 

Serial 

Number 

Ignition 

Loss 



Percentage 

of: 



Sp. Gr. 

Cl 

O 

m 

CO 

O 

« 

a; 

« 

O 

Cl 

< 

CaO 

MgO 

CO 

O 

w 

Total 

Computed 

Determine 

A 

] 

1.80 

21.48 

2.57 

5.89 

63.32 

3.00 

1.50 

100.06 


3.184 

Aio 


1.65 

29.64 

2.28 

5.30 

56.97 

2.70 

1.30 

99.90 

3.135 


AoO 


1.50 

37.31 

2.02 

4.86 

50.66 

2.40 

1.20 

99.95 

3.084 


A30 


1.35 

44.88 

1.89 

4.33 

44.33 

2.10 

1.05 

99.93, 

3.033 


A40 


1.21 

52.65 

1.66 

| 3.81 

38.01 

1.80 

0.90 

100.04 

2.984 


B 


1.80 

21.46 

2.85 

6.81 

63.56 

2.10 

1.46 

100.04 


3.176 

Bio 


1.65 

29.18 

2.59 

6.20 

57.21 

1.89 

1.31 

100.03 

3.126 


Bao 


1.50 

36.90 

2.31 

5.58 

50.85 

1.6S 

1.17 

99.99 

3.076 


B30 


1.35 

44.62 

2.09 

4.97 

44.49 

1.47 

1.02 

100.01 

3.028 


Bio 


1.21 

52.32 

1.83 

4.36 

38.14 

1.26 

.87 

99.99 

2.977 


C 


0.60 

22.70 

3.07 

7.55 

63.58 

1.22 

1.53 

99.85 


3.208 

c 10 


.57 

30.08 

2.79 

6.87 

56.80 

1.09' 

1.37 

99.57 

3.155 


C20 


.54 

37.88 

2.51 

6.18 

50.61 

.97 

1.22 

99.91 

3.102 


C30 


.52 

45.49 

2.24 

5.49 

44.21 

.85 

1.07 

99.87 

3.049 


C 40 


.49 

53.08 

1.96 

4.81 

37.91 

.73 

.91 

99.89' 

2.996 


Banding Sand 

.32 

98.66 

.31 

.69 

.04 



100.02 


2.681 




































RESULTS OF TENSION TESTS 

(Neat Specimens) 


Series 

No. 

Specimen 

madel915 

24 hours 

7 days 

28 days 

56 days 

84 days 

C fl 

<L) 

0) 

£ 

C\1 

52 weeks 

104 weeks 



295 

743 

843 

769 

755 

830 

671 | 

B 

12-20 

325 

812 

784 

783 

943 

635 

686 



312 

768 

861 

722 

875 

696 

739 


Ayr. 


317 

779 

855 

758 

789 

744 

728 




311 

797 

802 

802 

912 

762 

687 


B 

12-20 

325 

812 

784 

783 

943 

635 

686 




282 

835 

878 

815 

784 

768 

670 


Avr. 


306 

815 

821 

801 

883 

722 

681 




400 

710 

758 

758 

711 

590 

642 


C 

12-20 

405 

612 

790 

727 

737 

647 

562 




375 

745 

789 

788 

788 

673 

511 


Avr. 


393 

686 

779 

758 

745 

636 

572 




325 

637 

635 

677 

679 

627 

610 


Aio 

12-23 

332 

463 

674 


736 

583 

598 




308 

512 

738 

656 

719 

557 

560 


Avr. 


322 

537 

682 

666 

711 

589 

589 




388 

544 

645 

791 

714 

683 

677 


Bio 

12-23 

370 

721 

753 

793 

761 

675 

617 




340 

712 


790 

651 

676 

553 


Avr. 


366 

666 

699 

792 

708 

678 

616 




320 

521 

765 

662 

686 

635 

412 


o 

r* 

o 

12-22 

295 

648 

751 

724 

688 

593 

414 




288 

720 


713 

610 

600 

485 


Avr. 


301 

630 

758 

700 

681 

608 

434 




235 

777 

755 

745 

763 

731 

640 


Aoo 

12-27 

274 

733 


680 

764 

774 

633 




220 

745 

675 

789 

792 

720 

765 


Avr. 


243 

752 

715 

738 

773 

742 

679 




323 

716 

900 

750 

784 

776 

590 


Boo 

12-27 

364 

726 

902 

662 

796 

747 

554 




320 

759 

777 

794 

797 

706 

552 


Avr. 


332 

733 

859 

735 

792 

743 

565 




327 

561 


620 

714 

686 

551 


C 20 

12-27 

314 

603 

613 

623 

672 

626 

487 




277 

667 

652 

600 

724 

579 

498 


Avr. 


306 

610 

622 

614 

703 

630 

512 




225 

622 

744 

872 

747 

726 

762 


A 30 

12-29 

303 

680 

820 

865 

777 

790 

675 




305 

670 

750 

812 

674 


* 776 


Avr. 


278 

657 

771 

849 

732 

758 

738 




249 

630 

797 

714 

720 

775 

776 


B30 

12-29 

272 

730 

731 

830 

688 

682 

697 




255 

593 

762 

778 

700 

765 

717 


Avr. 


259 

651 

763 

774 

702 

741 

730 




182 

579 

664 

784 

577 

620 

622 


B30 

12-28 

177 

559 

544 

730 

627 

702 

580 




175 

634 

615 

620 

618 

658 

564 


Avr. 


178 

591 

607 

711 

607 

660 

588 




325 


777 

767 

797 

736 

735 


A 40 

12-30 

300 

629 

791 

759 

725 

781 

690 




305 

694 

693 

719 

793 

765 

743 


Avr. 


310 

662 

754 

748 

771 

761 

722 




265 

583 

651 

735 

748 

633 

644 


B.J0 

12-29 


482 

685 

775 

705 

743 

697 





576 

631 

820 

682 

704 

702 


Avr. 


265 

547 

655 

777 

711 

693 

681 




186 

525 

560 

730 

628 

679 

606 


C 40 

12-30 

208 

525 

678 

679 

611 

661 

616 




205 

485 

672 

711 

694 

603 

639 


Avr. 


200 

511 

637 

706 

644 

648 

618 



Average of Averages 




A - B 

- C 

335 

760 

818 

772 

806 

701 

660 



330 

611 

713 

719 

700 

625 

546 



294 

692 

732 

702 

756 

705 

585 



238 

633 

714 

778 

780 

720 

685 


Ain - Bin - Cio 

258 

573 

682 

758 

709 

701 

673 



Average 

of Highest 

Breal 

ts 



A - B 

- C 

358 

802 

843 

759 

869 

757 

701 



347 

693 

752 

731 

728 

648 

590 



322 

713 

770 

735 

771 

745 

635 



253 

681 

760 

829 

708 

756 

725 


A 40 - B 40 - C 40 

266 

601 

718 

772 

746 

734 

694 







































RESULTS OF TENSION TESTS 


(Mortar Specimens) 


w 

0) . 
r o 

XfX 


o> 

*0 

cd 


03 

O U3 

M rH 


Stress in Pounds per Square Inch 


03 

cd 

— 


03 

cd 

'dd 

00 

(T-J 


03 

*>> 

cd 

n 

<£> 

L<T> 



U1 

m 

U1 

X 

m 

X 

X 

0) 

>5 

CD 

CD 

0> 

cd 

0) 

0> 

£ 

'O 

> 

> 




CM 

o 

OO 

CM 

LO 

t-H 


1 

192 

257 

340 

339 

A | 12-21 

165 

288 

322 

343 


200 

322 

314 

357 

Avr. | 

186 

289 

325 

346 


192 

332 

345 

389 

B | 12-21 

175 

348 

381 

402 


224 

339 

383 

361 

Avr. | 

197 

339 

369 

384 


213 

362 

392 

462 

C 1 12-21 

228 

366 

387 

466 

1 

254 

395 

369 

485 

Avr. | 

232 

374 

382 

471 

1 

334 

462 

527 

524 

Am | 12-31 

337 

443 

428 

476 


343 

375 

428 

523 

Avr. 1 

338 

427 

461 

508 

1 

311 

413 

412 

449 

Bm 1 12-31 

294 

366 

426 

447 

1 

285 

496 

522 

487 

Avr. | 

297 

425 

453 

461 


320 

325 

351 

457 

Cm 1 12-30 

230 

304 

414 

511 

1 

273 

337 


416 

Avr. | 

274 

322 

383 

461 

1 

308 

417 

475 

389 

Ao 0 | 12-31 

252 

404 

448 

404 

1 

257 

396 

453 

458 

Avr. | 

272 

405 

459 

417 


284 

422 

430 

408 

Bo 0 | 12-31 

299 

405 

400 

476 

1 

24 8 

428 

439 

462 

Avr. | 

277 

418 

423 

448 

1 

273 

460 

373 

426 

C-o 1 12-31 

257 

416 

427 

491 

I 

268 

381 

455 

468 

Avr. | 

266 

419 

418 

462 

1 

220 

381 

400 

484 

A 30 1 1-1 

220 

367 

350 

426 

1 

237 

327 

431 

411 

Avr. 

225 

358 

393 

440 

1 

252 

306 

409 

429 

B 30 1 1-1 

232 

346 

344 

361 

1 

262 

350 

435 

451 

Avr. | 

248 

334 

396 

413 

1 

248 

365 

346 

444 

C* | 1-1 

260 

382 

476 

414 


267 

340 

402 

385 

Avr. | 

258 

362 

408 

414 

1 

181 

356 

371 

381 

A 40 I 1-1 

221 

339 

356 

364 

1 

203 

328 

354 

302 

Avr. j 

201 

341 

360 

349 

1 

187 

318 

308 

372 

B 40 1 1-1 

194 

338 

358 

332 


313 

321 

299 

310 

378 

362 

369 

369 

445 

435 

440 
532 
475 
452 
486 
432 
435 
429 

432 

523 

390 
457 

441 
431 
483 
452 
448 
421 
434 
434 
373 
375 
411 
386 
413 
452 

433 
433 
369 
437 
403 
403 
417 
407 
460 
425 
360 
357 
337 
351 
342 

391 


278 

251 

241 

247 

360 

340 

366 

355 

365 

407 
370 
381 
404 
411 
374 

396 
481 
492 
466 
479 
380 
504 
326 
403 
400 

397 

408 
402 

388 
400 

384 

391 

389 

388 

392 

389 
370 
362 

409 
377 
372 
343 
383 

366 
354 
389 
389 
377 

385 
298 
309 

331 
314 

332 


Avr. 


'40 


1-1 


203 

194 

181 

218 

185 


31S 
324 
382 
362 
352 


Avr. 

1 

194 

365 

1 

359 

1 

407 

| 373 

323 

Average 

of Averages 





A - B - C 

1 

205 

1 334 

1 

359 

1 

400 

1 373 

331 

A 10 - B x o - C 10 

1 

303 

1 391 

1 

432 

1 

477 

1 458 

426 

A .20 - B 29 - C^o 

1 

272 

1 413 

1 

433 

1 

442 

1 424 

394 

Ago - B 30 - C 30 

1 

244 

1 351 

1 

399 

1 

422 

1 420 

373 

A 40 - B 40 - C 40 

1 

196 

1 342 

1 

354 

1 

375 

| 362 

328 

Average 

of 

Highest 

Breaks 



A - B - C 

! 

226 

I 355 

1 

372 

1 

415 

1 381 

350 

A 10 - B lf > - Cxo 

1 

325 

1 428 

1 

467 

1 

507 

1 497 

436 

Aoq - B 20 - C -20 

1 

293 

1 435 

1 

456 

1 

475 

1 447 

366 

A 30 - B 30 - C 30 

1 

255 

| 371 

1 

447 

1 

460 

| 450 

393 

A.jo _ B40 - C40 

1 

208 

| 359 

1 

369 

1 

402 

1 379 

352 


362 
34 3 
342 
375 
360 


403 

362 

421 

392 

409 


356 
363 

357 
387 
386 


345 

330 

314 

329 

326 


i 






























RESULTS OF COMPRESSION TESTS 


6 

fc 

co 

0) 
• r-H 

5 

M 


0> 

T3 

c3 

s 

o 

'o 

03 

a 

m 


Stress in pounds per Square Inch 


co 

X 

*13 M 
►> 03 
£ D 


co 
44 

03 

K Z 


J-l 

a 


CO 

44 

03 

03 

C-l 


03 


CO 

, 

oj h 
<D CO 

(N M 


CO 

44 

03 

£ cO 
13 

Cvl ^ 


in 

X . 
a? S 
Q) 03 
►r + J 

II 


in 

X 

<v 

(V 

s +-> 

£ ri 

*^3 

io A 


co 

44 

03 

03 


CO \ 
LO I 


cO 


1 

5480 |3920 

6490 

5220 

6930 |5020 |9188 

3809 

A | 

7220 3360 

7960 

4540 

11050 |3380 18945 

3304 

1 1 

5800 |3620 

8860 

5170 

6110 [4020 | 


5056 

Avr. 

6170 

3633 

7470 

4980 

8030 |4140 |9066 

4456 

| 

5280 

3200 

10380 

3780 

6470 

4180 17984 

3859 

B | 

6850 

3390 

8380 

4040 

4440 

5500 I 

7898 

4140 


6980 

3700 

6700 

3380 

6890 

3860 19159 

3252 

Avr. | 

6370 

3430 

8487 

3730 

5930 

4840 |8347 

3750 


4550 

4060 

6790 

4720 

7920 

4200 |6944 

4350 

c 

6610 

3920 

6500 

4680 

8830 

3550 18259 

3772 

1 

5520 

3540 

9520 

5100 

7050 

4220 1 

7337 

4912 

Avr. | 

5560 

3840 

7603 

4830 

7930 

3990 17513 

4345 

1 

6590 

3010 

| 6250 

2580 

7780 

4020 |3844 

3782 

A - 10 | 

6430 

3420 

| 6860 

4630 

8640 

4510 15611 

13679 

1 

|4400 

3560 

I 9520 

3720 

8060 

4530 

5245 

13820 

Avr. | 

[5810 

3330 

1 7543 

3640 

8160 

4350 

4900 

13760 

1 

16120 

[2700 

111000 

3590 

7220 

4460 

7961 

14331 

B - 10 | 

16450 

2900 

| 9980 

5070 

6520 

2840 

7996 

13327 

1 

16400 

12870 

110860 

13640 

7160 

4250 

8314 

14948 

Avr. 1 

16320 

12823 

110613 

14120 

6970 

3850 

8090 

14202 

1 

15500 

12660 

1 7980 

14010 

7690 

[2580 

5615 

13025 

C - 10 | 

|4660 

13320 

1 6200 

12710 

7780 

4 660 

5117 

14537 

1 

[1110 

18500 

1 7940 

13220 

8380 

14310 

6565 

13440 

Avr. 1 

15610 

12827 

1 7373 

13310 

7950 

13850 

5 7 6 6 

13667 

1 

16280 

13830 

1 6200 

14300 

7230 14140 

8143 

13812 

A - 20 1 

16470 

12950 

1 6960 

14280 

1 5170 

13870 

7258 

14069 

1 

18700 

12850 

1 9070 

13740 

1 8350 

12780 

8888 

14320 

Avr. | 

17150 

13210 

I 7410 

14110 

| 6920 

13600 

8096 

14067 

| 

16450 

13040 

1 4800 

13330 

1 9120 

12890 

6464 

13166 

B - 20 | 

16130 

127.50 

1 8210 

13430 

1 7030 

12550 

516 6 

13720 

1 

17340 

12620 

1 8070 

13220 

I 7830 

T3040 

14149 

13700 

Avr. | 

1 

16640 

12803 

1 7026 

13330 

1 7993 

12830 

15259 

13529 

19610 

1 

1 8220 

13200 

1 7180 

12600 

16904 

12184 

C - 20 | 

| 

17370 

11860 

1 4160 

13150 

1 8720 

12060 

16493 

12884 

17480 

12590 

1 5520 

13220 

1 8680 

12760 

1852 2 

127-10 

Avr. 1 

1 

18150 

12590 

1 5966 

13190 

1 8190 

12470 

17306 

12607 

16560 

12500 

1 6640 

12950 

1 8510 

13540 

186 24 

12260 

A - 30 1 

I 

16200 

11710 

1 6S70 

13350 

1 7840 

12400 

15165 

13398 

16370 

11890 

1 6530 

13110 

1 7130 

13230 

I73S2 

|22 9 0 

Avr. ! 

I 

16320 

12033 

1 6680 

13140 

1 7830 

13060 

17057 

12626 

16780 

12340 

1 7000 

12850 

I 7910 

12510 

18429 

11834 

B - 30 1 

1 

16180 

12300 

1 6970 

13590 

1 9620 

12530 

14914 

1267° 

16120 

12 050 

1 4510 

13050 

1 8530 

13840 

16149 

1 3268 

Avr. 1 

1 

16360 

12230 

1 6160 

13160 

1 8690 

13250 

16497 

12591 

15820 

11550 

1 5610 

13220 

1 9470 

13770 

17442 

12039 

C - 30 1 

I 

15360 

11940 

1 7800 

13220 

1 9450 

12450 

18746 

12857 

15860 

11250 

1 7730 

12930 

1 7840 

13490 

18063 

12144 

Avr. 

1 

15640 

| 

11580 

1 7050 

13120 

| 8920 

13240 

18083 

12347 

11640 

1 4770 

12270 

1 9950 

11750 

14516 

T2032 

A - 40 1 

| 

14800 

11560 

1 5320 

12970 

1 4720 

12840 

14812 

12975 

16540 

12320 

1 6700 

13120 

i 5010 

12980 

16369 

12689 

Avr. 1 

| 

15670 

11840 

1 5609 

12790 

1 6560 

12520 

[5232 

12 562 

17070 

11900 

1 4840 

11 900 

1 6960 

12930 

158^3 

M ^04 

B - 40 1 

| 

15529 

11760 

1 7.360 

12090 

I 7380 

12270 

U458 

11 870 

16120 

12040 

1 1370 

12260 

1 6750 

12040 

17418 

1 0 0 6 0 

Avr 

16280 

11900 

1 6520 

12080 

I 7030 

12410 

15906 

12011 

1 

14710 

11030 

1 7700 

12500 

1 8710 

12320 

15828 

12 047 

C - 40 1 

1 

15470 

16110 

11820 

11560 

1 6360 

1 6490 

129.30 

11870 

I 7340 

1 6820 

12010 

T2040 

15240 
163 80 

11 4 9 8 
12282 

Avr. I 

15450 

11470 

| 6850 

12 4 3 3 

| 7620 

|2040 

|5816 

|1919 


Average of 
A.B&C ‘16033 

A-10, B-10, C-10 15913 
4-20 B-20, C-20 17310 
A-30, B-30, C-30 10100 
A-40, B-40, C-40 15793 
Average of Highest 
A, B, &C 16937 
A 10 , B 10 & C 10 16567 

Aso, Bao&Cao 18550 

A*. B30&C..J0 16400 

A 40 . B40&C40 !6573 


A verages 
3634 I 7853 


12993 

12868 

11944 

|1737 


8509 

6800 

6630 

6320 


Breaks 


13890 

13260 

|3150 

|2260 

2060 


9590 

9500 

8500 

7220 

7260 


14510 

13690 

13540 

13140 

|2101 

14790 

|4570 

14660 

13390 

12770 


7300 

7690 

7700 

8480 

7070 

8920 
8080 
8730 
9200 
1 8540 


14320 
14020 
12970 
131 80 
12320 

14910 

14550 

13310 

13720 

12740 


18309 

16252 

16887 

17212 

|5651 

18861 

16691 

17958 

18600 

|6722 


14050 
13 876 
12 4 01 
12521 
[2164 


4703 

4435 

3641 

3174 

2506 

























RESULTS OF COMPRESSION TESTS 


(Neat Specimens) 


Tested at age of 24 weeks 


U1 

<D . 

r n 

Spec’c made 
1916 Date 

Dim'nsions 

Area in 

Sq. in. 

Vol. in 

Cu. in. 

Weight 

Load 

Stress 

Height 

inches 

Diam. 

inches 

Total 

Gms. 

Unit 

Gms. 

1 

1st Cr. 

lbs. 

Ult. lbs. 

1st Cr. 

lb./sq. in 

c 

. w 

4-> ^ 

PS 



2.04 

2.02 

3.20 

6.53 

237 

36.30 

17740 

22190 

5550 

6930 

A 

1-2912.04 

2.00 

3.14 

6.41 

239 

37.30 

20220 

34740 

6450 

11050 


12.03 

2.01 

3.17 

6.44 

239 

37.12 

18660 

19360 

5880 

6110 

Avr. 

1 







18873 

25430 

5960 

8030 


1 

2.03 

2.02 

3.20 

6.50 

238 

36.64 

15490 

20690 

4840 

6470 

B 

1-29 

2.02 

2.02 

3.20 

6.47 

234 

36.18 

8720 

14190 

2720 

4440 



2.04 

2.02 

3.20 

6.53 

237 

36.30 

16820 

22020 

5260 

6890 

Avr. 

1 







13677 

18967 

4270 

5930 


1 

2.08 

2.02 

3.20 

6.66 

237 

35.59 

19S30 

25320 

6200 

1920 

C. 

1-29 

2.08 

2.02 

3.20 

6.66 

226 

33.92 

25150 

28240 

7860 

8830 



2.02 

2.04 

3.27 

6.61 

238 

36.01 

23050 

23050 

7050 

7050 

Avr. 

1 







22677 

25537 

7040 

7930 



2.08 

2.02 

3.20 

6.66 

236 

35.45 

11450 

24870 

3580 

7780 

A 10 

1-31|2.05 

2.04 

3.27 

6.70 

236 

35.25 

10110 

28230 

3090 

8640 


12.01 

2.01 

3.17 

6.37 

220 

34.52 

23840 

25570 

7530 

8060 

Avr. 








15133 

26223 

4730 

816u 



1.98 

1.98 

3.08 

6.10 

212 

34.78 

12560 

22210 

4080 

7220 

Bio 

2-2 

2.01 

2.00 

3.14 

6.31 

215 

34.08 

17200 

20480 

5480 

6520 



2.02 

1.97 

3.05 

6.16 

216 

35.07 

15030 

21810 

4930 

7160 

Avr. 








14930 

21500 

4830 

6970 



2.06 

2.04 

3.27 

6.78 

237 

34.97 

25080 

25140 

7680 

7690 

Cio 

1-31 

2.06 

2.02 

3.20 

6.59 

240 

36.42 

18530 

24910 

5800 

7780 



2.06 

2.03 

3.2 5 

6.65 

240 

36.10 

19000 

27030 

5890 

83 80 

Avr. 








20870 

25693 

6460 

7950 



2.10 

2.01 

3.17 

6.66 

238 

35.77 

19330 

22890 

6100 

7230 

-A -20 

2-2 

2.00 

2.02 

3.20 

6.69 

240 

35.90 

1065CT 

16510 

3330 

5170 



2.06 

12.02 

3.20 

6.59 

238 

36.14 

15590 

26710 

4870 

8350 

Avr. 








15190 

22037 

4770 

6920 



2.05 

2.04 

3.27 

6.70 

232 

34.63 

19920 

29810 

6100 

9120 

B_>} 

2-3 

2.06 

12.02 

3.20 

6.59 

230 

34.92 

11470 

22470 

7030 

7030 



2.03 

12.00 

3.14 

6.37 

217 

34.08 

11340 

24606 

3620 

7830 

Avr. 








17910 

25627 

5580 T 7992 



2.01 

12.00 

3.14 

6.31 

221 

35.05 

12620 

22530 

4020 

7180 

Coq 

2-16 

2.00 

2.04 

3.27 

6.54 

234 

35.77 

16940 

28430 

5180 

8720 



2.01 

1.98 

3.08 

6.19 

219 

35.40 

22490 

26740 

7300 

8680 

Avr. 







35.40 

17350 

25900 

5500 

8190 



2.00 

12.00 

3.14 

6.28 

219 

34.88 

23000 

26690 

7330 

8510 

A.n 

2-16 

2.00 

11.99 

3.11 

6.22 

220 

35.35 

20890 

24610 

6720 

7840 


> 

2.04 

12.02 

3.20 

6.53 

232 

35.51 

5130 

22 S 00 

1600 

7130 

Avr. 



1 





16340 

24720 

5220 

7 830 



2.03 

! 2.03 

3.23 

6.56 

227 

34.61 

23840 

25550 

7380 

7910 

Boo 

2-16 

2.02 

12.02 

2.20 

6.47 

228 

35.25 

30770 

30770 

9620 

9620 



2.01 

11.99 

3.11 

6.25 • 

217 

34.72 

22080 

26510 

7110 

8530 

Avr. 



1 





25563 

27603 

8040 

8690 



2.00 

12.04 

3.27 

6.54 

232 

35.48 

30980 

30980 

9470 

9470 

C 30 

2-17 

2.00 

11.97 

3.05 

16.10 

217 

35.59 

30870 

30870 

9450 

4950 



12.00 

11.98 

3.08 

'6.16 

220 

35.72 

21800 

24130 

7080 

7840 

Avr. 


1 

1 


1 


1 

27885 

28660 

8670 

S920 



12.04 

12 02 

13.20 

16.53 

23 2 

'35.53 

31840 

31840 

9950 

9950 

a 4) 

2-19 

12.08 

11.98 

13.08 

16.25 

217 

'34.74 


14520 


4720 



12.04 

12.05 

i 3.30 

16.73 

232 

134.50 

7580 

16520 

2290 

5010 

Avr. 


1 

1 

1 

1 


! 

19710 

20960 

6120 

6560 



12.02 

11.99 

13-11 

16.28 

219 

134.88 

19450 

21610 

6260 

6960 

B 41 

2-19 

12 01 

11.99 

13.11 

16.25 

217 

134.74 

20340 

22970 

6530 

7380 


1 

' 2.02 

12.00 

13.14 

16.35 

217 

134.20 

15329 

21180 

4880 

6750 

Avr. 

1 

I 

1 

1 

1 


1 

18370 

21920 

5890 

7030 


1 

12.01 

12.04 

13.27 

16.67 

235 

135.23 

28450 

28450 

8710 

8710 

c« 

1 2-23 

12 01 

12.00 

13.14 

16 32 

223 

135.30 

23040 

23040 

7340 

7340 


1 

12.04 

12.00 

'3.14 

16.41 

224 

134.94 

21720 

21720 

6820 

6820 

Avr. 

1 

1 

! 

1 



1 

24403 

24403 

7620 

7620 

Average of Averages 









A - 

B - 

C 


1 

1 


1 


1 

5760 

7300 

A 10 - 

Bio ” 

?10 


i 

1 


1 



5340 

7690 

Aoo - 

Boo - 1 

Cm 


1 

1 


1 



5280 

7700 

^.00 - 

Boo - 

Aio 


1 

1 


1 


, 

7310 

8480 

A 40 - 

B 40 - 

2 *, 


1 



1 


1 

6540 

7070 

Average of Highest Breeks 








A - 

B - 

C 


1 

i 

l 


1 


1 

6520 

8920 

A 10 - 

J^io “ Cio 


1 

1 


1 



6900 

8080 

A 20 - 

Boo - Coo 


1 

1 


1 


1 

6810 

8720 

A 30 - 

Bao “ 

-30 


1 

l 


1 


1 

8810 

9200 

A 40 - 

A 40 - C 40 


1 

1 


1 


( 

8400 

! 8540 






































RESULTS OF COMPRESSION TESTS 


(Mortar Specimens) 
Tested at age of 52 weeks 


W 

4> . 

T O 

XJ 1 


0> 

T3 

C- 

- as 
oQ 

zj cr> 

®r-( 

ftcrs 

r-i 



THm’nsion 

Area in 

Sq. in. 

Vol. in 

Cu. in. 


Weight 

Load 

Diam. 

inches 

Height 

inches 

Total 

Gms. 

Unit 

Gms. 

1st Cr. 

lbs. 

Ult. lbs. 

|2.04 

11.98 | 

3.0S 

6.28 | 

230 

36.62 

16800 

28300 

|1.99 

|1.98 | 

3.08 

6.15 | 

226 

36.86 

17500 

27550 







17150 

27925 

12.00 

12.00 

3.14 

6.28 I 

239 

38.05 

21000 

25070 

12.00 | 

2.00 

3.14 

6.28 

238 

37.89 

16000 

24800 

12.03 1 

2.00 

3.14 

6.37 | 

237 

37.25 

20000 

28760 

1 






19000 

26210 

12.00 

2.00 

3.14 

6.28 

239 

38.05 

19800 

21850 

12.00 

1.90 

3.08 

6.75 

229 

37.17 

20800 

25440 

2.00 

2.00 

3.14 

6.28 

240 

38.21 

11500 

23040 


1 





17333 

23443 

12.00 

2.00 

3.14 

6.28 

236 

37.58 

5200 

12070 

| 2.01 

2.00 

3.14 

6.31 

237 

37.56 

7000 

17620 

j 2.00 

2.00 

3.14 

6.28 

235 

37.42 

7100 

16470 

| 






6433 

15386 

| 2.00 

2.00 

3.14 

6.28 

230 

36.62 

13020 

25000 

j 2.0 0 

1.96 

3.02 

*.04 

216 

35.76 

10500 

24150 

' 12.00 

1.97 

3.05 

6.10 

217 

35.57 

1 2500 

25360 

1 






12340 

24837 


2.05 

2.01 

3.17 

6.50 

240 

36.92 

17000 

17800 


2.05 

2.05 

3.30 

6.77 

241 

35.59 

13400 

16885 


2.03 

2.04 

3.27 

6.64 

243 

36.60 

6400 

21470 


1 






12133 

18718 


2.07 

2.00 

3.14 

6.50 

239 

36.77 

17500 

25570 


2.06 

2.01 

3.17 

6.53 

23 8 

36.44 

11000 

23010 


2.00 

2.00 

3.14 

6.28 

221 

35.19 

16420 

127910 








14973 

125496 


2.06 

2.04 

13.27 

6.74 

233 

34.57 

13000 

121150 


2.04 

2.03 

3.24 

6.61 

232 

35.09 

11000 

116740 


2.00 

2.00 

13.14 

6.28 

1220 

35.03 

9200 

13030 








11067 

16973 


1.98 

2.00 

13.14 

6.22 

1220 

35.38 

17200 

21680 


2.00 

2.00 

13.14 

6.28 

|235 

37.40 

13800 

20390 


2.00 

2.00 

3.14 

6.28 

|200 

31.80 

26760 

26760 








119253 

22943 


2.04 

2.00 

3.14 

16.41 

1235 

36.65 

17000 

27090 


2.04 

2.00 

3.14 

16.41 

1234 

36.48 

| 5200 

16220 


2.00 

2.00 

3.14 

16.28 

1232 

36.95 

15070 

23180 





1 



112423 

22163 


2.00 

2.00 

3.14 

16.28 

1229 

36.48 

122000 

26470 


2.00 

2.00 

3.14 

16.28 

1232 

36.96 

I 9500 

15440 


2.00 

2.00 

3.14 

16.28 

|219 

34.90 

117100 

19310 





1 



116200 

20406 


2.00 

2.00 

3.14 

16.28 

1224 

35.64 

123370 

23370 


2 05 

2.04 

3.27 

16.70 

1240 

35.80 

27500 

28600 


2.04 

2.00 

3.14 

16.41 

1227 

35.40 

19200 

25320 





| 



20023 

125763 


2.00 

| 2.00 

13.14 

16.28 

1217 

34.59 

10000 

114180 


2 00 

12.00 

13.14 

16.28 

1207 

32.97 

12000 

115110 


2 00 

12.00 

j 3.14 

16.28 

1232 

136.95 

18000 

120000 



| 

| 

1 


1 

13333 

116430 


2 01 

|1.98 

13.08 

|6.19 

1222 

135.87 

18000 

118000 


2 00 

12.00 

13.14 

16.28 

1220 

135.00 

12000 

114000 


2 00 

11.99 

13.11 

16.22 

1219 

135.20 

23070 

123070 



| 

| 

1 


1 

17690 

118357 


2 00 

| 2.00 

13.14 

16.27 

1225 

135.90 

17000 

118310 


2 00 

|1 99 

13.11 

16.22 

1224 

136.00 

10100 

116310 


2 00 

|1 98 

13.08 

i 6.16 

1224 

136.36 

15500 

119670 



1 

1 

1 

1 

1 

14200 

|18097 


Stress 



A 

Avr. 

B 

Avr. 

C 

Avr. 

Aio 

Avr. 

Bto 

Avr. 

Cio 

Avr. 

A 20 

Avr. 

B 20 

Avr. 

C 20 

Avr. 

A 30 

Avr. 

B30 

Avr. 

C^o 

Avr. 

A 40 

Avr. 

B 40 

Avr. 

C40 

Avr. 


A - B & C 
Aio - B l0 & Cio 
A 20 ” Boo ^-t‘20 
A30 " B30 & C30 
A40 " B40 & C40 | 

Average of highest brea 
A - B & C 
Aio - B 10 & Cio 
A 20 “ ^20 & 

A30 - B30 & C30 
A40 ~ B40 & C40 


ks 


5 4 0 4 | 

U 88 

5682 | 

8845 

5568 

9066 

6688 

7984 

5095 

789 8 

6369 

9159 

6050 

8347 

6306 

6944 

6753 

8259 

3667 

7337 

5574 

7513 

1656 

38441 

2229 

5611 

2261 

5245 

2049 

4900 

4146 

7961 

3476 

7996 

4098 1 8314 

3907 

8090 

5362 

5615 

4060 

5117 

1954 

6565 

3792 

5766 

5573 

8143 

3470 

7258 

5229 

8888 

4757 

8096 

3975 

6464 

3395 

5166 

2929 

4149 

3433 

5259 

5477 

6904 

3494 

6493 

8522 

8522 

5831 

7306 

5414 

8624 

1656 

5665 

4799 

7382 

3956 

7057 

7006 

8429 

3025 

4914 

5445 

6149 

5159 

1 6497 

7442 

1 7442 

8409 

| 8746 

6114 

1 8063 

7322 

| 8083 

3184 

1 4516 

3821 

I 4812 

5732 

1 6369 

4245 

1 5232 

5843 

| 5843 

3821 

1 4458 

7418 

1 7418 

5694 

I 5906 

5412 

I 5828 

3246 

| 5240 

5030 

| 6380 

4563 

j 5816 

5731 

I 8309 

3249 

1 6252 

4674 

1 6887 

5479 

I 7212 

4834 

| 5650 

6374 

1 8869 

3923 

I 6691 

6023 

1 795 8 

6943 

1 8600 

6187 

1 6722 


































































RESULTS OF COMPRESSION TESTS 


(Mortar Specimens) 


Tested at age of 28 days 



<u 

c a 

Dim'nsions 



Weight 

Load 

Stress 









m 

D 


_G 

CO 

CD 

ofi 

O 50 

2 CO 

*S) 52 

• w 
£ ® 

'Z ri 

UO .pH 

c? • 

.5 

Ctf CO 


u 

O 

5 m 

O' 
c n 

Seri 

Nc 

tH 

ftoi 

m ,-h 

0) 0 

w.s 

.5 0 

Q.S 


Vol 

Cu. 

O £ 

HO 

'5 £ 

-»-> pD 

CO r—H 
tH 

5 

CO Q 

r— i O-* 

5 s 

1 

1 

2.05 | 

2.06 |3.33 |6.83 12.58 

37.77 

113060 

13060 

3920 

3920 

A 

2-23 

2.03 

12.00 

3.14 

6.37 

239 

37.52 

1.10560 

10560 

3360 

3360 



2.02 

11.99 

3.11 

6.28 

244 

38.86 

111240 

11240 

3620 

3620 

Avr. 



1 





111620 

11620 

3633 

3633 



2.06 

|2.02 

3.20 

6.59 

252 

38.21 

110240 

10240 

3200 

3200 

B 

2-23 

2.10 

2.02 

3.20 

6.72 

256 

38.10 

110830 

10830 

3390 

3390 



2.08 

2.03 

3.23 

6.73 

257 

38.2 

111970 

11970 

3700 

3700 

Avr. 








11013 

‘11013 

3430 

3430 



12.10 

2.02 

3.20 

6.72 

258 

38.4 

12990 

12990 

4060 

4060 

C 

2-26 

12.10 

2.04 

3.27 

6.87 

260 

37.81 

12540 

12540 

3920 

3920 



12.09 

2.01 

3.17 

6.62 

254 

3 8.38 

11200 

11200 

3540 

3b 40 

Avr. 







12243 

12243 

3840 

3840 



2.0S 

2.00 

3.14 

6.53 

240 

36.76 

9450 

9450 

3010 

3010 

A10 

2-26 

2.10 

2.02 

3.20 

6.72 

256 

38.1 

10960 

10960 

3420 

3420 


2.09 

2.02 

3.20 

6.68 

254 

38.04 

11400 

11400 

3560 

3560 

Avr. 








10603 

10603 

3330 

3330 



2.05 

2.00 

3.14 

6.44 

235 

36.5 

7000 

8500 

2220 

2700 

Bio 

2-26 

2.04 

1.99 

3.11 

6.35 

233 

36.7 

9020 

9020 

2900 

2900 


2.05 

2.04 

3.27 

6.70 

247 

36.88 

9400 

9400 

2870 

2870 

Avr. 








8473 

8773 

2663 

2823 



2.10 

2.02 

3.20 

6.72 

251 

37.38 

8520 

8520 

2660 

2660 

C w 

2-26 

2.07 

1.98 

3.08 

6:38 . 

239 

37.47 

10210 

10210 

3320 

3320 


2.06 

1.98 

3.08 

6.35 

251 

39.52 

7710 

7710 

2500 

2500 

Avr. 








8813 

8813 

2827 

2827 



2.05 

2.00 

3.14 

6.44 

246 

38.2 

11000 

12010 

3500 

3830 

A 20 

2-28 

2.04 

1.97 

3.05 

6.23 

242 

38.86 

9000 

9000 

2950 

2950 


2.05 

1.98 

3.08 

6.32 

243 

38.46 

8690 

8690 

2850 

2850 

Avr. 








9563 

9900 

3100 

3210 



2.10 

2.01 

3.17 

6.65 

252 

37.9 

9650 

9650 

3040 

3040 

B20 

2-28 

2.07 

2.03 

3.28 

6.69 

252 

37.66 

8900 

8900 

2750 

2750 


2.07 

1.97 

3.05 

6.32 

237 

37.5 

8000 

8000 

2620 

2620 

Avr. 


2.06 

2.03 

3.23 

6.66 

249 

37.39 

8850 

8850 

2803 

2803 

C 20 

2-28 

2.06 

1.98 

3.08 

6.35 

241 

37.98 

5740 

5740 

1860 

1860 



2.05 

2.03 

3.23 

6.62 

236 

,35.64 

5720 

8380 

1770 

2590 

Avr. 








5720 

8380 

1770 

2590 



2.09 

1.98 

3.08 

6.44 

236 

36.62 

7710 

77 S0 

2500 

2500 

A 39 

3-1 

2.09 

2.03 

3.23 

6.75 

254 

37.65 

5520 

5520 

1710 

1710 



2.10 

2.10 13.45 

7.27 

243 

33.42 

6550 

6550 

1890 

1890 

Avr. 








6593 

6593 

2033 

2033 



2.10 

1.98 13.08 

6.47 

241 

37.28 

7230 

7230 

2340 

2340 

B 30 

3-1 

2.10 

2.00 

3.14 

6.60 

251 

38.04 

7220 

7220 

2300 i 

2300 



2.12 

2.02 

3.20 

6.78 

254 

37.48 

6560 

6560 

2050 | 

2060 

Avr. 




3.20 




7003 

7003 

2230 | 

2230 



2.10 

2.02 

6.72 

254 

37.78 

4950 

4950 

1550 | 

1550 

Cso 

3-1 

2.08 

1.99 

3.11 

6.47 

237 

36.62 

6030 

6030 

1940 1 

1940 



2.12 

2.00 

3.14 

6.65 

254 

38.18 

3930 

3930 

1250 112^0 

Avr. 



i 

1.99 13.11 




4970 

4970 

1580 11580 



2.08 

6.47 

240 

37.10 

5090 

5090 

1640 11640 

A 40 

3-3 

2.06 11.97 (3.05 

6.29 

236 

37.56 

4760 

4760 

1560 11560 



2.12 

2.02 |3.20 

6.78 

252 

37.16 

7420 

7420 | 

2320 12320 

Avr. 


2.06 

• 





5760 

5760 

1840 11840 



2.02 13.20 

6.59 

251 

38.1 

6100 

6100 

1900 11900 

D 40 

3-3 

2.04 

2.00 13.14 

6.41 

237 136.98 

5520 

5520 | 

1760 11760 

Avr. 


2.06 

2.02 

3.20 

6.59 

248 137.62 

6550 

6550 1 

2040 (2040 




1 

i 

247 | 


6057 

6057 

1900 |1900 



2.08 

2.02 |3.20 |6.66 I 

37.1 

3300 

3300 

1030 |1030 

C 40 

3-3 

2.08 

2.03 13.23 16.73 

250 137.16 

5870 ' 

5870 

1820 i1820 

Avr. 

■ 

2.05 

1.98 13.08 16.32 

234 137.02 

4820 

4820 

1560 11560 



1 

1 

1 



4663 

4663 

1470 (1470 

Average of Averages 







A 

- B - 

C 


1 


1 



13634 13634 

A10 

- B 10 - 

C10 


1 





12940 12993 

A20 

- B 2 o - 

C20 


1 





12558 12868 

A 30 

- B30 - 

Cso 


1 





11944 11944 

A40 

~ B40 - 

C40 


1 


! 



I 

1737 |1737 

Average of Highest Breaks 





A 

- B - 

C 




1 




3890 13890 

A 10 

- B 10 - 

C 10 


1 






3260 13260 

A 2 o 

- Boo - 

C 2 o 


1 


I 




2770 (3150 

A30 

A 40 

- B30 - 

- B40 - 

C30 

O40 j 

1 

1 

1 

1 

i 

1 


' i 

2260 12260 
2060 |2060 













































RESt'LTS OF COMPRESSION TESTS 


(Mortar Specimens) 


Tested at age of 12 weeks 


w 

<u . 

m 


a> 
c i 


Dim’nsions 


A 

Avr. 

B 

Avr. 

C 

Avr. 

Aio 

Avr. 

Bio 

Avr. 

Avr. 

Ao 0 

Avr. 

Boq 

Avr. 

CoQ 

Avr. 

A.30 

Avr. 

B*> 

Avr. 

Coo 

Avr. 

A 40 

Avr. 

B 40 

Avr. 

C 40 

Avr. 


Weight 


Stress 


£ £ 

O O 

O ICO 

O’ tH • 

1 m ih | 

Heignt 

inches 

Diam. 

inches 

Area in 

Sq. in. 

Vol. in 

Cu. in. 

Total 

Gms. 

Unit 

Gms. 

1st Cr. 

lbs. 


2.10 

r 

‘.05 I 

3.30 16.93 | 

257 

37.10 

17220 

2-23 

2.08 

1 

..95 

5.98 

>.20 1237 

38.23 

13510 


2.11 

r 

5.02 | 

3.20 

3.75 I 

256 

37.92 

16540 




1 





15757 


2.07 


5.02 

3.20 

3.62 

254 

38.37 

12080 

2-23 

2.10 


5.01 

3.17 

3.66 

251 

37.70 

12810 


2.10 


5.04 

3.27 

3.87 

258 

37.56 

10600 









11830 


2.08 


L.9 8 

3.11 

6.47 

247 

38.19 | 

14690 

| 2-26 

2.10 


2.02 

3.20 

6.72 

255 137.94 

14980 | 

| 

2.13 


2.00 

3.14 I 

6 . 6 S 1 

262 

39.23 

16000 | 

I 





1 



15223 | 

1 

2.02 


2.01 1 

3.17 | 

6.41 1240 

37.44 

8190 

| 2-26 

2.03 


2.00 | 

3.14 | 

6.38 1239 

37.46 

14560 

| 

2.02 


1.98 | 

3.08 

6.28 

235 

37.42 

11460 

1 


1 

1 





11400 

I 

2.04 

'l 

2.04 | 

3.27 

6.67 

247 

37.06 

11730 

| 2-26 

2.02 


1.97 

3.05 

6.16 

236 

38.30 

15420 

| 

2.03 


2.04 

3.27 

6.64 

247 

37.23 

12070 

1 








13073 

I 

2.11 


2.02 

3.20 

6.75 

254 

37.83 

12810 

| 2-26 

2.10 


2.02 

3.20 

6.72 

253 

37.64 

8690 

I 

2.10 


2.02 

3.20 ! 

6.72 

252 

37.51 

10310 

| 







37.51 

10603 

| 2-28 

2.09 

1 

1.99 

3.11 16.50 

242 

37.22 

13300 

| 

2.08 

I 

1.99 

3.11 16.47 

242 

37.41 

11640 

| 








12897 

| 

2.10 

2.03 

3.23 

6.78 

258 

38.08 

10740 

| 2-28 

2.07 

1.98 

3.08 

6.38 

237 

37.16 

10560 

| 

2.10 

2.02 

3.20 

6.72 

1255 

37.64 

110310 

1 






1 


110537 



2.05 

2.00 

3.14 

6.44 

|238 

36.96 

110030 


2-28 

2.10 

2.02 

3.20 

6.72 

1253 

37.64 

110080 



2.06 

1.98 

3.08 

6.35 

1240 

37.80 

I 9920 








I 


110010 



|2.08 

2.00 

3.14 

[6.53 

1240 

36.77 

| 9270 


3-1 

j 2.12 

2.04 

13.27 

6.93 

1255 

36.82 

110930 



2.04 

2.00 

|3.14 

6.41 

1256 

139.94 

I 9780 



1 





1 


| 9993 



2.10 

12.00 

3.14 

6.60 

252 

138.17 

| 8960 

1 3-1 

2.08 

11.99 

3.11 

6.47 

241 

137.26 

111180 

I 

2.08 

j 1.99 

3.11 

6.47 

240 

137.08 

I 9490 

I 



| 




1 

I 9877 

I 

2.08 

|1.98 

3.08 

6.41 

236 

136.82 

| 9920 

1 3-1 

2.07 

i 1.98 

3.08 

6.38 

239 

137.46 

I 9930 

| 

2.10 

2.02 

3.20 

16.72 

254 

137.79 

| 9370 

I 





1 


1 

| 9740 

j 

2.10 

1.98 

3.08 

16.47 

237 

136.64 

1 6990 

j 3-3 

i 2.10 

2.02 

3.20 

6.72 

1249 

37.04 

| 9500 

I 

12.10 

2.00 

3.14 

6.60 

|248 

37.58 

| 9820 

| 






1 


| 8770 

j 

| 2.10 

2.00 

3.14 

6.60 

1240 

36.38 

| 5960 

3-3 

i 2.08 

2.0 0 

3.14 

6.53 

|243 

37.23 

| 6560 


12 08 

2.00 

3.14 

6.53 

1241 

36.92 

| 7110 

| 

1 







| 6543 

j 

12.10 

2.00 

3.14 

6.60 

1237 

35.98 

I 7870 

| 3-3 

j 2.05 

1.98 

3.08 

6.32 

|236 

37.39 

I 9040 

| 

12.05 

1.98 

13.08 

16.32 

1232 

36.70 

| 5770 

1 

| 



1 

1 

1 


| 7560 


22 0 
13510 
16540 
1575 7 
12080 
12810 
10600 
11830 
14690 


Average of Averages 
A - B - C 
Aio ~ Bio - C10 
A 20 ~ B 20 " Cco 
A30 - B30 - C30 
A 40 — B 40 - C 40 _ 

Average of Highest Breaks 
A - B - C 
Aio ~ Bio " C 10 
Aoo - B20 - C20 
A30 - B30 - C30 
A40 " B40 - C40 


8190 
14560 
11460 
11400 
11730 
15420 
12070 
13073 
12810 
8690 
10310 
10603 
13300 
11640 
12897 
10740 
10560 
10310 
10537 
10030 
10080 
9920 
10010 
9270 
10930 
9780 
9993 
8960 
11180 
9490 
9877 
9920 
9930 
9370 
9740 
6990 
9500 
9820 
8770 
5960 
6560 
7110 
6543 
7870 
9040 
5770 
7560 


to 

rH : 

5227T 

14540 

5170 

4980 

3780 

4040 


3730 
4720 
4680 
5100 
4830 
2580 
4630 
3720 
3640 
359 0 
15070 
13690 
14120 
14010 
2710 
3230 
3310 
4280 
3740 
4110 
3330 
3430 
3220 
3330 
3200 
3150 
3220 
3190 
2950 
3350 
3110 
3140 
2850 
3590 
3050 
3160 
3220 
3220 
2930 
3120 
12270 
12970 
13120 
12790 
1900 
2090 
2260 
2080 
2500 
2930 
1870 
2433 


15220 
|4540 
15170 
4980 
3780 
4040 
3380 
3730 
4720 
4680 
5100 
4830 
2580 
4630 
3720 
3640 
3590 
5070 
3640 
14120 
4010 
2710 
3220 
3310 
14280 
13740 
14110 
13330 
13430 
13220 
13330 
13200 
13150 
3220 
3190 
2950 
3350 
3110 
3140 
2850 
3590 
3050 
13160 
13220 
13220 
12930 
13120 
12270 
12970 
13120 
12790 
11900 
12090 
12260 
12080 
12500 
12930 
11870 
|2433 


4510 

3690 

3540 

3140 

2101 

4790 

4570 

3660 

3390 

2770 


14510 

13690 

13540 

13140 

12101 

|4790 

14570 

13660 

13390 

|2770 


















































































RESULTS OF COMPRESSION TESTS 


Tested at age of 24 weeks 


(Mortar Specimens) 


Series 

No. 

Spec’c made 
1916 Date 

Dim’nsions 

Area in 

Sq. in. 

Vol. in 

Cu. in. 

Wei 

ght 

Load 


Stress 

Height 

inches 

Diam. 

inches 

Total 

Gms. 

Unit 

Gms. 

1st Cr. 

lbs. 

Ult. lbs. 

£ 

6 w 

m 0 
rH £5 

Ult. 

lb./sq. in 



2.11 

2.01 

3.17 

6.69 

258 

38.57 

113730 

15890 


43-iU 

O 0 ZO 

A 

2-23 

2.08 

2.04 

3.27 

6 .SO 

257 

37.83 

10290 

111060 


3150 

3380 



2.12 

2.01 

3.17 

6.72 

259 

38.52 


112710 



4020 

Avr. 








12010 

113220 


3740 

4140 



2.12 

2.03 

3.23 

6.85 

254 

37.08 

13480 

113480 


4180 

4180 

B 

2-23 

2.10 

2.04 

3.27 

6.87 

25 2 

36.66 


117280 



5500 



2 . 0 S 

1.97 

3.05 

6.35 

249 

29.22 

11280 

111770 


3700 

3860 

Avr. 








13480 

115380 


4180 

4840 



2.11 

2.00 

3.14 

6.63 

247 

37.24 

13180 

113180 


4200 

4200 

C 

2-26 

2.09 

2.00 

3.14 

6.57 

244 

37.16 

11150 

111150 


3550 

3550 



2.11 

2.02 

3.20 

6.75 

256 

37.94 


113490 



4220 

Avr. 








12165 

112607 


3870 

3990 



2.06 

1.98 

3.08 

6.35 

236 

37.20 

12370 

112370 


4020 

4020 

A 10 

2-26 

2.12 

2.02 

3.20 

6.78 

255 

37.60 

14410 

114410 


4510 

4510 



2.12 

12.03 

3.23 

6.85 

256 

37.39 

14630 

114630 


4530 

4530 

Avr. 








13803 

113803 


4350 

4350 



2.10 

2.00 

3.14 

6.60 

245 

137.10 

14000 

14000 

14460 

4460 

Bio 

2-26 

2.07 

2.05 

3.30 

6.83 

249 

36.48 

9390 

9390 


2840 

2840 



2.06 

2.05 

3.30 

6.80 

246 

36.18 

14010 

14010 

14250 

4250 

Avr. 








12467 

12467 

13850 

3850 

Avr. 


2.10 

2.03 

3.23 

6.78 

262 

37.14 

8340 

8340 

12580 

2580 

Cio 

2-26 

2.11 

2.04 

3.27 

6.90 

252 

36.52 

15230 

15230 

|4660 

4660 



2.10 

1.99 

3.11 

6.54 

241 

36.87 

13380 

13380 

14310 

4310 

Avr. 








12317 

12317 

13850 

3850 



2.11 

2.05 

3.30 

6.96 

257 

36.94 

13660 

13660 

|4140 

4140 

A 20 

2-28 

2.07 

2.00 

3.14 

6.50 

242 

37.24 

12160 

12160 

13870 | 

3870 



2.10 

2.00 

3.14 

6.60 

242 

36.70 

8310 

8750 

12640 ! 

2780 

Avr. 








11377 

11523 

13550 | 

3690 



2.09 

2.00 

3.14 

6.57 

240 

36.53 

9080 

9080 

12890 j 

2890 

B 20 

2-28 

2.12 

2.02 

3.20 

6.78 

253 

37.30 

7810 

8170 

12440 | 

2550 



2.11 

2.05 

3.30 

6.96 

255 

36.66 

10020 

10020 

13040 | 

3040 

Avr. 








8970 

9090 

1 

2790 I 

2830 



2 . 0 S 

1.99 

3.11 

6.48 

237 

36.58 

8100 

8100 

12600 | 

2600 

Coo 

2-28 

2.07 

1.99 

3.11 

6.45 

238 

36.90 

4200 

6410 

11350 | 

2060 



2.08 

2.05 

3.30 

6.87 

252 

36.66 

9120 

9120 

1 

2760 | 

2760 

Avr. | 








7140 

7 877 

12240 | 

2470 



2.08 

2.05 

3.30 

6.87 

255 

37.12 

10530 

11690 

13190 I 

3540 

A 30 

3-1 

2.07 

2.02 

3.20 

6.63 

242 

36.50 

6560 

7700 

1 

2040 I 

24 00 



2.10 

2.04 

3.27 

6.87 

256 

37.30 

10540 

10540 

13230 | 

3230 

Avr. 








9210 

9977 

12820 1 

3060 



2.00 

1.99 

3.11 

6.22 

216 

34.72 

5650 

7820 

11820 | 

2510 

B 30 

3-1 

2.11 

2.02 

3.20 

6.75 

251 

37.20 

8090 

8090 

12590 1 

2530 



2.12 

2.04 

3.27 

6.93 

253 

36.52 

12560 

12560 

13840 | 

3840 

Avr. 








10325 

10325 

13250 | 

3250 



2.11 

2.02 

3.20 

6.75 

254 

37.66 

12070 

12070 

13770 1 

3770 

Coo 

3-1 

2.09 

1.97 

3.05 

6.38 

237 

37.14 

6380 

7500 

12090 | 

2450 



2.10 

2.00 

3.14 

6.60 

248 

37.58 

10690 

10690 

13490 i 

3490 

Avr. 


1 






9713 

10087 

13120 i 

3240 



2.12 | 

2.01 

3.17 

6.72 

244 

36.32 

5260 

5560 

11660 | 

1750 

A 40 

3-3 

2.09 

2.00 

3.14 

6.57 

235 

35.77 

891*0 

8910 

12840 i 

2840 



2.11 | 

2.04 

3.27 

6.90 

252 

36.52 

9750 

9750 

12980 | 

2980 

Avr. 


1 

1 





7973 

8073 

12490 | 

2520 



2.13 1 

2.00 | 

3.14 

6.69 

242 

36.18 1 

9220 

9220 

12930 | 

2930 

B 4 o 1 

313 

2.14 I 

2.04 | 

3.27 

6.72 

255 

37.96 | 

7430 

7430 

12270 | 

2270 



2.14 I 

2.00 1 

3.14 

6.72 

242 

36.00 1 

6420 

6420 

12040 | 

2040 

Avr. | 



1 





7690 

7690 

12410 | 

2410 



2.14 | 

2.03 13.23 

6.92 

255 

36.88 1 

7500 

7500 

12320 i 

2320 

C 40 

3-3 

2.11 | 

2.04 13.27 

6.90 

251 

36.40 | 

6570 

6570 

12010 | 

2010 



2.12 | 

2.04 13.27 

6.93 

254 

36.66 | 

6660 

6660 

12040 | 

2040 

Avr. 1 

1 

1 

1 





6660 

6660 

|2040 | 

2040 


Average of Averages 


A - B - C 

Aio - Bio - Cio 

A20 - B ~o - C10 

A30 - B30 - C30 
A40 - B40 - C40 

Average of Highest Breaks 


13930 

14020 

12860 

13060 

12310 


4320 

4020 

2970 

3180 

2320 


A 

Aio 

Aoq 

A 30 

A 40 


- B - C 

- Bio - Cio 

- Boo “ Gy) 

- B 30 “ C 30 

- B 40 - C 40 


14240 

14550 

13310 

13610 

12270 


4910 

4550 

3310 

3720 

2740 


























































RESULTS OF COMPRESSION TESTS 

(Mortar Specimens) 

Tested at age of 52 weeks 



<u 

Dim’nsions 



Weight 

Load 

Stress 

Series 

No. 

Spec’c mat 
Date 

Height 

inches 

Diam. 

inches 

Area in 

inches 

Vol. in 

inches 

Total 

Gms. 

Unit 

Gms. 

1st Cr. 

lbs. 

Ult. lbs. 

1st Cr. 

lb./sq. in. 

Ult. 

lb./sq. in. 



2.05 

2.05 

3.30 

6.77 

258 

38.1 

12570 

12570 

3809 

3809 

A 


2.05 

2.00 

3.14 

6.44 

241 

37.4 

10380 

10380 

3304 

3304 



2.07 

2.00 

3.14 

6.50 

260 

40.0 

15 890 

15 890 

5056 

5056 

Avr. 





12946 

12946 

4058 

4056 



2.05 

2.00 

3.14 

6.44 

244 

37.9 

12110 

12110 

3859 

3859 

B 


2.04 

2 00 

3.14 

6.41 

238 

37.1 

11000 

13000 

3502 

4140 



2.03 

2.00 

3.14 

6.37 

237 

37.2 

8000 

10210 

2547 

3252 

Avr. 








10370 

11773 

3303 

3750 



2.04 

2.00 

3.14 

6.41 

246 

38.4 

12000 

13650 

3822 

4350 

C 


2.04 

2.00 

3.14 

6.41 

245 

38.2 

10000 

11850 

3180 

3772 



2.02 

2.02 

3.21 

6.48 

248 

38.3 

15000 

15770 

4672 

4912 

Avr. 








12333 

13757 

4225 

4345 



2.00 

2.00 

3.14 

6.2 8 

257 

40.9 

11500 

118)0 

3660 

3782 

Am 


2.04 

2.00 

3 14 

6.41 

239 

37.3 

11550 

11550 

'3678 

3679 


2.00 

2.00 

3.14 

6.28 

260 

41.4 

12000 

12000 

3821 

3820 

Avr. 








11683 

11813 

3720 

3760 



2.08 

2.00 

3.14 

6.53 

246 

37.7 

13000 

13600 

4138 

4331 

Bio 


2.05 

2.02 

3.21 

6.58 

248 

37.7 

10600 

16080 

3300 

3327 


2.00 

1.93 

2.93 

5.86 

238 

40.7 

14500 

14500 

4950 

4948 

Avr. 








12700 

12927 

4129 

4202 


2.10 

2.00 

3.14 

6.59 

256 

38.9 

9506 

9500 

3240 

3025 

Cm 


2 00 

2.00 

3.14 

6.47 

256 

39.6 

14200 

14250 

4540 

4537 


2.05 

2.00 

3.14 

6.43 

242 

37.6 

10800 

10800 

3440 

3440 

Avr. 








11500 

11517 

3740 

3667 


2.12 

2.00 

3.14 

6.66 

256 

38.4 

8000 

11970 

2548 

3812 

A 2 fl 


2.12 

2.00 

3.14 

6.66 

255 

38.3 

12860 

12860 

4068 

4069 


2.04 

2.04 

3.27 

6.67 

259 

38.8 

13000 

14120 

3976 

4320 

Avr. 








11287 

12983 

3531 

4067 


2.05 

2.00 

3.14 

6.43 

254 

39.5 

8000 

9940 

2547 

3166 

B-AQ 


2.04 

2.00 

3.14 

6.40 

252 

39.4 

11500 

11680 

3661 

3720 



2.05 

2.00 

3.14 

6.43 

255 

39.7 

11610 

11610 

3700 

3700 

Avr. 








10370 

11077 

3303 

3529 


2.08 

2.00 • 

3.14 

6.53 

244 

37.4 

6200 

6860 

1973 

2184 

Cx, 


2.05 

2.02 

3.21 

6.5 8 

257 

39.1 

9000 

9260 

2810 

2884 



2.02 

2.02 

3.21 

6.48 

255 

39.3 

8500 

8800 

2647 

2740 

Avr. 







7900 

8307 

2477 

2607 


2.10 

2.00 

3.14 

6.59 

257 

39.0 

7000 

7100 

2228 

2260 

A 30 


2.04 

1.98 

3.08 

6.2 8 

239 

38.1 

10100 

10470 

3279 

3398 


2.07 

2.04 

3.27 

6.77 

258 

38.1 

7260 

7260 

2220 ' 

2220 

Avr. 







8120 

8277 

2576 

2626 


2.07 

2.00 

3.14 

6.50 

244 

37.6 

5500 

5760 

1751 

1834 

Boo 


2.07 

2.04 

3.27 

6.77 

257 

38.0 

8740 

8740 

2673 

2672 


2.06 

2.00 

3.14 

6.47 

244 

37.7 

10260 

10260 

3268 

3268 

Avr. 






8166 

8253 

2564 

2591 


2.06 

2.00 

3.14 

6.47 

256 

39.6 

6400 

6400 

2039 

2039 

Coo 


2.04 

2.00 

3.14 

6.41 

252 

39.3 

8470 

8970 

2857 

2857 


2.05 

2.00 

3.14 

6.43 

251 

39.1 

6740 

6740 

2130 

2144 

Avr. 






7203 

7370 

2 345 

2347 


2.05 

1.98 

3.08 

6.31 

239 

37.9 

6120 

6260 

1987 

2032 



2.10 

2.00 

3.14 

6.59 

253 

38.4 

9290 

9340 

2957 

2975 



2.08 

2.00 

3.14 

6.53 

240 

36.8 

8425 

8425 

2681 

2680 

Avr. 






7945 

8008 

2542 

2562 


2.10 

2.00 

3.14 

6.59 

252 

38.2 

5980 

5980 

1904 

1904 



2.10 

2.00 

3.14 

6.59 

246 

37.4 

5870 

5870 

1870 

1870 

■L-'-iO 


2.10 

2.00 

3.14 

6.59 

252 

38.2 

7000 

7100 

2230 

2260 

Avr. 







6283 

6317 

2001 

2011 


2 08 

2.00 

3.14 

6.53 

251 

3 8.5 

6000 

6430 

1910 

2047 

C 4 o 


2 10 

12.00 

3.14 

6.59 

249 

37.8 

4480 

4480 

1428 

1428 


2.11 

12.00 

3 14 

6.62 

250 

37.8 

7170 

7170 

2282 

22 82 

Avr. 







•5883 

6027 

1873 

1919 

Average of Averages 

A . R ^ f! 







3860 

14050 

A 10 - 
A 20 " 

A 

B,„ & C 

*0 








3863 

3876 

10 LV V 
B M & C 







T3104 

3401 

R.' Rr C 









2495 

12521 


•eaks 


i 



I 

|2139 

|2164 

Average of Higl 
A . R Rr n 

lest B 






14529 

14703 


R. Rr C* 








i 

4468 

144 35 

-^-10 
A 20 “ 
Aoo - 
A 10 ■ 

Boq & C,>0 

R" & f! 







1 

1 

13526 

19404 

13641 

13174 

B*i& C 

40 







1 

(2490 

|2506 
































TIME OF SET AM) NORMAL CONSISTENCY 



Time of Set 

N’rm’l Consistency 

By Vicat. 

Initial 

Final 

Neat paste 

Per Cent 

1 :3 Sand 

Mortar 

Per Cent 

yi 

3 

0 

W 

Minutes 

Hours 

Minutes 

A 

2 

50 

5 

20 

22 

10.2 

A 10 

0 

20 

5 

10 

26 

10.8 

A 20 

1 

35 

5 

30 

23 

10.3 

A30 

4 

40 

8 

30 

221/a 

10.25 

A40 

5 

03 

6 

23 

211/2 

10.1 

B 

4 

55 

9 

00 

21 

10.1 

Bio 

3 

15 

6 

20 

24 

10.5 

Boo 

2 

15 

5 

50 

22Vo 

10.25 

B;iO 

5 

45 

9 

35 

22 

10.2 

Bio 

7 

35 

10 

15 

21 

9.9 

C 

3 

50 

5 

55 

211/2 

10.1 

C10 

3 

45 

6 

— 

25 

10.7 

c L « 

4 

35 

8 

10 

231/2 

10.4 

C 30 

5 

02 

7 

25 

221/a 1 

10.25 

C 40 

4 

55 

7 

25 

21% 1 

10.1 


Averages 


A, B, C 

3 

52 

6 

45 

211/2 

10.13 

Ay). Bio, C]0 

2 

27 

5 

50 

25 

10.66 

Aoo. B_>o, C20 

2 

48 

6 

30 

23 

10.32 

A 30 , Byo, Coo 

5 

09 

8 

30 

22 Vs 

10.23 

A 40 , B »o, C40 

5 

51 

8 

01 

21 Vs 

10.03 


SIEVE ANALYSIS 


Percentages 


Cement 

Series No. 

Passing 

No. 200 

Retained on 

No. 200 

Retained on 

No. 150 

Retained on 

No. 100 

Retained on 

No. 65 

Retained on 

No. 4 8 

Retained on 

No. 35 

A 

| 78 0 

| 28.0 


15.3 

5.6 

0.7 

0.1 

0.0 

B 

| 78.2 

21.8 


15.9 

6.1 

0.75 

0.0 

0.0 

C 

| 77.3 

| 22.7 


16.4 

4.6 

0.8 

0.3 

0.1 

Sand 

1 17.9 

| 82.1 


55.9 

16.4 

5.1 

1.8 

0.6 















































MISSOURI SCHOOL OF MINES 
BULLETINS 


TECHNICAL SERIES 

Vol. 1, No. 1. November, 1911. Friction in air pipes. E. 

G. Harris. (Continuation of General Series, Vol. 2, No. 4.) 

Vol. 1, No. 2. February, 1912. Metallurgical and ore 
dressing laboratories of the Missouri School of Mines and 
Metallurgy. D. Copeland, H. T. Mann, H. A. Roesler (Out 
of print.) 

Vol. 1, No. 3. May, 1912. Some apparatus and methods 
for demonstrating rock drilling and the loading of drill 
holes in tunneling. D. E. Young. 

Vol. 1, No. 4. August, 1912. Friction in air pipes. E. G. 
Harris. (Continuation of Vol. 1, No. 1, November, 1911.) 

Vol. 2, No. 1. August, 1915. Comparative Tests of 
Piston-Drill Bits. C. R. Forbes and L. M. Cummings. 

Vol. 2, No. 2. November, 1915. Orifice measurements 
of air in large quantities. Elmo G. Harris. 

Vol. 2, No. 3. February, 1916. Cupellation Losses in 
Assaying. H. T. Mann and C. Y. Clayton. 

Vol. 2, No. 4. May, 1916. Geologic Criteria for determ¬ 
ining the structural position of sedimentary beds. G. H. 

Cox and C. L. Dake (Out of print.) 

Vol. 3, No. 1. August, 1916. Experiments from the flo¬ 
tation laboratory. C. Y. Clayton (Out of print.) 

Vol. 3, No. 2. November, 1916. Studies on the origin of 
Missouri cherts and zinc ores. G. H. Cox, R. S. Dean andV. 

H. Gottschalk. 

GENERAL SERIES 

Vol. 8, No. 1. January, 1916. Bibliography on concen¬ 
trating ores by flotation. Jesse Cunningham. 

Vol. 8, No. 3. June, 1916. The business of mining. W. 
R. Ingalls (Commencement address, May 26, 1916.) 

Vol. 8, No. 4. October, 1916. Register of graduates, 

1874 - 1916 . 








































































